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DESIGN CRITERIA TABLE OF CONTENTS FOREWORD REFERENCES 100.00 General Provisions 100.01 General .....................................................................................................................1 100.02 Plan Review and Approval Process .........................................................................2 100.03 Construction Procedures and Materials ............................................................... 3-8 100.04 Submission of Plans ........................................................................................... 9-17 100.05 Record Drawings (As-Builts).................................................................................18 200.00 Definitions ........................................................................................................... 19-22 900.00 Sanitary Sewers 900.01 General ...................................................................................................................24 900.02 Minimum Velocity .................................................................................................24 900.03 Maximum Velocity ................................................................................................24 900.04 Minimum Grades ............................................................................................. 24-25 900.05 Sanitary Sewers ......................................................................................................25 900.06 House Laterals........................................................................................................25 900.07 Invert Drop in Manhole..........................................................................................26 900.08 Illegal Connections ................................................................................................26 900.09 Utility Separations..................................................................................................26 900.10 Crossing Utilities ............................................................................................. 26-27 900.11 Manholes ................................................................................................................27 900.12 Manhole Minimum Diameter ................................................................................27 900.13 Manhole Water Tightness ................................................................................ 27-28 900.14 Flow Channel .........................................................................................................28 900.15 Drop Manholes.......................................................................................................28 900.16 Test Inspection .......................................................................................................28 900.17 Railroad and Highway Crossings ...........................................................................28 900.18 Stream Crossings ............................................................................................. 29-30 900.19 Sewage Pumping Stations ................................................................................ 30-67 900.20 Force mains ...................................................................................................... 67-68

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Page 1: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

DESIGN CRITERIA

TABLE OF CONTENTS

FOREWORD

REFERENCES

100.00 General Provisions

100.01 General .....................................................................................................................1

100.02 Plan Review and Approval Process .........................................................................2

100.03 Construction Procedures and Materials ............................................................... 3-8

100.04 Submission of Plans ........................................................................................... 9-17

100.05 Record Drawings (As-Builts) .................................................................................18

200.00 Definitions ........................................................................................................... 19-22

900.00 Sanitary Sewers

900.01 General ...................................................................................................................24

900.02 Minimum Velocity .................................................................................................24

900.03 Maximum Velocity ................................................................................................24

900.04 Minimum Grades ............................................................................................. 24-25

900.05 Sanitary Sewers ......................................................................................................25

900.06 House Laterals ........................................................................................................25

900.07 Invert Drop in Manhole ..........................................................................................26

900.08 Illegal Connections ................................................................................................26

900.09 Utility Separations..................................................................................................26

900.10 Crossing Utilities ............................................................................................. 26-27

900.11 Manholes ................................................................................................................27

900.12 Manhole Minimum Diameter ................................................................................27

900.13 Manhole Water Tightness ................................................................................ 27-28

900.14 Flow Channel .........................................................................................................28

900.15 Drop Manholes .......................................................................................................28

900.16 Test Inspection .......................................................................................................28

900.17 Railroad and Highway Crossings ...........................................................................28

900.18 Stream Crossings ............................................................................................. 29-30

900.19 Sewage Pumping Stations ................................................................................ 30-67

900.20 Force mains ...................................................................................................... 67-68

Page 2: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …
Page 3: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

LOGAN COUNTY SEWER DISTRICT DESIGN CRITERIA

REGISTRATION

Name:

Title:

Firm/Organization:

Address:

Telephone:

CHANGE OF ADDRESS CARD for receiving updates of the Logan County

Sewer District Design Criteria.

(OL

D I

NF

OR

MA

TIO

N)

(NE

W I

NF

OR

MA

TIO

N)

Name:

Title:

Firm/Organization:

Telephone:

Name:

Title:

Firm/Organization:

Telephone:

Page 4: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

FOREWORD

This manual has been prepared to aid engineers and Developers in the preparation of

development plans and engineering design and to inform interested persons of the

procedures and standards for the Logan County Water Pollution Control District, Ohio. It

is also intended to be used during reconstruction or replacement of existing facilities or

utility construction within the Township, Village, County or ODOT right-of-way.

It is not the intent of this manual to take away from the designing engineer any

responsibility for the technical adequacy of this design or freedom to use his engineering

judgment and discretion. It is recognized that matters of engineering design cannot be set

out in writing to cover all situations, however, the design standards as set out herein

represent good engineering practice. Any design methods or criteria different than that

listed will receive consideration for approval, provided the proposed variances and the

reasons for their use are submitted to the District.

The District, at any time during design or construction, shall have the authority to modify

any engineering or construction detail, whenever required for the protection of the public

interest.

Though the District has no jurisdiction in areas outside of the District limits, the District

strongly recommends that any development constructed within close proximity of the

District be designed and constructed to these standards. This will help ensure that, if the

development is brought into the District, the development will be accepted by the District

without additional upgrades.

The District, at their discretion, may request that sanitary sewer facilities in any particular

development be installed to accommodate future expansion within the District. If this is

requested, the District will evaluate the Developer’s eligibility to be compensated for the

cost difference to oversize particular infrastructure items per the Subdivision Regulations

of the District.

Page 5: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

REFERENCES

The Logan County Sewer District Design Criteria and Construction Standards and

Drawings are to be used to supplement the following references. Whenever there are

differences in these references and the Design Criteria and Construction Standards and

Drawings, the more restrictive or higher standard shall apply as determined by the

District.

♦ Ohio Department of Transportation (ODOT), latest versions

Construction and Material Specifications

Standard Construction Drawings

Standard Design Drawings

Supplemental Specifications

Great Lakes Upper Mississippi River Board (GLUMRB) (Ten State Standards), latest

version

Recommended Standards for Wastewater Facilities

Recommended Standards for Water Works

Page 6: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …
Page 7: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 1

100.00 GENERAL PROVISIONS

100.01 General

A. District Projects: The Design Criteria and Construction Standards and Drawings along with 100% performance surety and 10% maintenance surety shall apply to all Logan County WPC public improvement construction projects. The 100% performance surety and 10% maintenance surety shall follow the regulations in the Logan County Water Pollution Control District Subdivision Regulations even if the improvements are not part of a major subdivision.

B. Private Development: The Design Criteria and Construction Standards and Drawings along with a 10% maintenance surety on any private development that will eventually be taken over by the Logan County Sewer District.

C. The Developer/Owner shall design and construct improvements not less than the standards outlined in the Logan County Sewer District’s Subdivision Regulations and this document.

The work shall be done under District supervision and shall be completed within the time

fixed or agreed upon by the Logan County Sewer District.

D. It is the responsibility of the Developer/Owner and his engineer to investigate local conditions that may require additional improvements.

E. In the event any conflicting standards are encountered, the more restrictive shall apply as determined by the Logan County Sewer District.

F. Upon request of the Developer/Owner or his representative, the District will evaluate requests to provide open excavation of existing utilities to allow accurate elevation information.

Page 8: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 2

NO

100.02 Plan Review and Approval Process

PROJECT

COORDINATION

WITH DISTRICT

PROJECT DESIGN

AND PLANNING

DOES PROJECT

REQUIRE

PLANS?

YES

SUBMITTAL OF 4 SETS

OF PRELIMINARY

PLANS TO DISTRICT

REVISIONS

IS SECOND

SUBMITTAL

REQUIRED?

NO

YES

SUBMIT PTI TO EPA PLAN

APPROVAL

SUBMIT TO DISTRICT

FOR DEPARTMENT

REVIEW OF SANITARY

SEWER PLANS

DISTRICT

INSPECTION FINAL INSPECTION

RECORD DRAWINGS

Page 9: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 3

100.03 Construction Procedures and Materials

A. PRE-CONSTRUCTION MEETING

A pre-construction meeting with the District is required. The Developer/Owner, his contractor, his engineer, and representatives from utility companies involved shall be present at the meeting. It shall be the Developer/Owner’s responsibility to arrange the preconstruction meeting.

B. MATERIALS

All work and materials shall conform to the Ohio Department of Transportation (ODOT) Construction and Material Specifications and the Construction Standards and Drawings of the Logan County Sewer District.

C. INSPECTIONS

1. Periodic inspection during the installation of improvements shall be made by the District to ensure conformity with the approved plans and specifications as required by these and other regulations. The Developer/Owner shall notify proper administrative officials at 1 business day before each phase of the improvement is ready for inspection. The primary contact for all inspections shall be the Logan County Sewer District (937) 843-3328.

Inspections shall be at a minimum as follows:

a) Sanitary Sewer

1) Sanitary pipe and manhole installation

2) Lateral location and inspection of all sewers

3) Proper backfill installation

4) Air test sanitary lines

5) Vacuum test manholes

6) Deflection test on PVC sewers

b) Storm Sewer

1) Manhole and Catch Basin installation

2) Storm sewer pipe installation

3) Field tile connections

4) Proper backfill installation

5) Headwall installation

c) Roadway

1) Street excavation operations

2) Subgrade preparation

3) Subgrade undercutting

Page 10: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 4

4) Subbase installation

5) Curbing installation

6) Sidewalk and approach installation

7) Pavement installation

2. The absence or presence of an inspector during construction shall not relieve the Developer/Owner or contractor from full responsibility for compliance with plans, specifications, and District requirements.

3. On District Projects - Weight and delivery tickets shall be furnished to the District to substantiate the type, quantity, and size of material used.

D. RESPONSIBILITY

All work shall be under the control and supervision of the Developer/Owner until written

final approval is given by the District.

E. FINAL INSPECTION

Upon completion of all the improvements, the Developer/Owner shall request, in writing,

a final inspection by the District. The final inspection shall be performed by officials from

the District with the Developer/Owner. The Developer/Owner’s Engineer and the

Developer/Owner’s Contractor will be present.

F. UTILITY COORDINATION

Coordination of utility location/installation such as electric, gas, telephone, and cable

television shall be the responsibility of the Contractor, Developer, or Owner in accordance

with plans approved by the District.

Page 11: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 5

CONSTRUCTION INSPECTION

PROJECT ___________________________________________________________

DATE ____________________________ INSPECTOR _______________________

This list could vary depending upon the types of construction included in the project. A

typical list would require 1 business day advance notice for inspections at the following points:

DESCRIPTION REMARKS

A. PRIOR TO INSPECTION

Review plans, special provisions, construction & materials

manual & specifications that apply to your assigned duties.

Discuss your responsibility & authority with the project

engineer.

Discuss notification, changes, connections, delays,

rejections, and tolerances.

B. PRE-CONSTRUCTION CONFERENCE

Attendees:

Owner/Administrator, Developer/Owner, his Contractor, his

Engineer, and representatives from Utility Companies

Discuss phasing & schedules

Discuss materials

Discuss coordination

Discuss safety (public & job)

Discuss responsibilities

C. SANITARY SEWER & LATERALS TO R/W

Check pipe type & quality

Trench condition

Bedding

Proper initial backfill

Proper backfill

Prohibit groundwater from entering sanitary

Straight alignment & joints

Wye installation & location

Air test, mainline & laterals

Mandral test on PVC

Page 12: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 6

DESCRIPTION REMARKS

D. SANITARY MANHOLE

Check type & condition

Steps condition & alignment

Cone type & condition

Raisers recast/mastic

Casting - rim & lid

Proper pipe connection

Installation with O-rings

Installation on good base

Proper backfill, compacted granular under or near roadway

Vacuum test

Rim & risers to properly finish grade

Chimney Seal

E. STORM SEWER

Contact appropriate jurisdiction: County Engineer,

Township, ODOT, Municipality.

Check pipe type, size, & quality

Check catch basin & grate type, size, & quality

Check manhole type, size, & quality

Trench condition

Bedding

Proper initial backfill

Proper backfill, compacted granular under or near roadway

Straight alignment & joint sealing

Proper connection to catch basin & manholes

C.B. set in good horizontal & vertical alignment with curbs

Slope & grade:

Review control stakes & adjacent terrain for drainage

Field tile & other pipes reconnected & noted on plans

F. ROADWAY

Contact appropriate jurisdiction: County Engineer,

Township, ODOT, Municipality.

Subgrade:

All topsoil removed in roadway

Compacted granular or clay fill only

Proper cross slope

Proper elevation

Page 13: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 7

DESCRIPTION REMARKS

F. ROADWAY (Cont.)

Free of roots, large stones, & excess dust

Proper compaction

Proofroll or density test, if soft undercut and/or

underdrains

Measure elevation and cross slope

Subbase:

Proper material

Compacted in appropriate layers

Proofroll or density test, if soft undercut and/or tensar

Protect subgrade from being rutted or damaged

Proofroll subbase before prime coat

Measure elevation & cross slope

Surface; Pavement

Appropriate moisture & temperature conditions

Visual inspection of material (be aware of acceptable

temperature range of mix & compensation)

Proper distribution & roller

Proper prime coat

Lay in proper layer

Watch joints, lapps, and around manholes, valves, etc.

Seal against concrete curbs, etc.

Measure elevation & cross slope

Keep traffic off for 24 hours, if possible

Pavement coring after base course asphalt is placed

Calculate any assessment for deficient asphalt and

aggregate base

Surface; Concrete

Appropriate moisture and temperature conditions

Forms are set with reasonable conformance to grade &

alignment

Forms are supported on thoroughly-compacted material

Appropriate consolidation of concrete

Check reinforcement

Check dowels

Check for expansion joints

Observe mix and placement

Observe finishing procedures

Needs curing as soon as possible

Observe saw joints

Note when forms are removed

Page 14: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 8

G. MISCELLANEOUS

Keep daily logs

Pre-mark all existing utilities

Reconnect all existing utilities

Mark ends of all laterals in field (Contractor’s responsibility)

Mark ends of all laterals on plans

Restoration

Grade to drain

Check trench settlement

Seeding & Mulching

Erosion Control

Inlets

Outlets

Curb lines

Ditches

Basins

Final check for debris & flow

Sanitary sewer

Storm sewer manhole & catch basin

Page 15: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District

September 11, 2012

GENERAL PROVISIONS

Page 9

100.04 Submission of Plans

A. CONSTRUCTION DRAWINGS

1. Complete construction drawings on 24” x 36” vellum, 4 mil thickness, mylar film or other approved reproducible media and an 11” x 17” (1/2 scale) paper copy signed and approved by a registered engineer shall be made for all new streets, utilities and other improvements to be constructed in any development in the District. Said drawings are to be approved by the District before any construction may begin. Construction drawings shall be provided to the District in .pdf format upon completion of final design.

2. Plan line weights and style, topographic symbols, etc. shall conform to the plan requirements as established in ODOT’s Location and Design Manual.

3. Submission of plans shall comply with the Logan County Sewer District’s

Regulations.

B. STANDARD TITLE BLOCK

1. All plan sheets shall display a standard title block containing the following:

a) Name, address, telephone number, and fax number (logo optional)

b) Plan sheet number

c) Development name

d) Sheet title

e) Date

f) Revision block

g) Drawn by

h) Checked by

C. REQUIRED PLAN LAYOUT ORDER

1. Title Sheet

2. Final Plat

3. Schematic Plan

4. Typical Sections

5. General Notes

6. General Details

7. Miscellaneous Details (example: Pump Station)

8. Plan and Profile

9. Cross-Sections

10. Off-Site Utilities Plan and Profile

Page 16: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 10

D. TITLE SHEET

1. Title of Project, City, County, Township, and State

2. Index of sheets and sheet numbering

3. Vicinity map with north arrow and project site call-out

4. Logan County Sewer District Construction Standards and Drawings reference

5. Underground utilities note (O.U.P.S.)

6. Signature and stamp

7. Date of finished plans

8. Project description

9. Approval plan signatures of the District Director. The following statement shall be placed above the approval signature: “The Logan County Sewer District signatures

on this plan signify only concurrence with the general purpose and location of the

proposed improvement. All technical details remain the responsibility of the

Professional Engineer who prepared and certified these plans.”

10. Name, address, telephone number, and fax number of firm that prepared plans.

DI. FINAL PLAT/EASEMENT EXHIBITS

1. Copy of approved final plat or easements with signatures, if applicable.

DII. SCHEMATIC PLAN - LARGE SCALE LAYOUT OF SITE

1. At a measurable scale to show the whole site on one sheet

(max. scale 1” = 100’).

2. Show existing and proposed right-of-way, property lines and roadway, lot numbers, street names, existing adjoining property lines, and owners.

3. Show proposed utilities and numbering of sanitary and storm manholes and catch basins.

4. Stationing of intersections and streets.

5. Multi-baseline legend (street number, stationing, description, etc.)

6. North arrow and scale.

7. Benchmarks and locations.

8. Centerline stationing.

9. Overall plan view of the development depicting the layout of the proposed sanitary sewer. Plans should include all manholes, pipes, other structures, and the plan and profile sheet on which they are located.

10. Plan and Profile Sheet reference.

DIII. TYPICAL SECTIONS

1. Detailed labeling.

2. Legend of pavement composition.

3. Limiting stations for each section.

Page 17: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 11

H. GENERAL NOTES

1. All notes necessary for construction which are not defined clearly elsewhere within the plans.

I. GENERAL DETAILS

1. All details necessary for construction except those Logan County Sewer District

Construction Standards and Drawings referenced on the title sheet.

2. Modified Logan County Sewer District Construction Standards and Drawings shall

be redrawn for approval.

J. SITE GRADING PLAN AND EROSION CONTROL

Site Grading Plan

1. A final site grading plan must be included with the construction drawings.

K. MISCELLANEOUS DETAILS (Example: Pump Station, etc.)

1. Plans shall include a detailed drawing with all proper labeling and dimensioning.

L. PLAN AND PROFILE

1. The plan and profile shall be at a scale of 1” = 20’ horizontal, 1” = 5’ vertical.

2. Plan and profile sheets shall show all necessary data in sufficient detail for the complete construction of all work and improvements to be made in the plat.

3. All grade elevations shall be based on U.S.G.S. and Logan County Sewer District

datum.

4. Plan and profile sheets will be required for all off-site utility extensions.

5. More specifically, all plans and profile sheets must show and include the following items:

General - Plan

1. Show all proposed lots, streets and curbs, etc.

2. Show all existing pavements, headwalls, piers, utilities, mailboxes, trees, etc.

(existing infrastructure may be shown in lighter text and no less than 80%

shading).

3. Typical street and curb sections.

4. Construction notes.

5. Structural details.

6. North arrow (preferably up or to the right) and scale (horizontal and vertical).

7. Street names.

8. Centerline stations and ticks every 100’ (south to north and west to east where

possible).

Page 18: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 12

9. Easements for sanitary sewer.

10. Lot numbers, dimensions, and frontage.

11. Curve data: radius, delta, chord length, chord bearing, arc length, station of PC, PT,

PCC, PI, PRC.

12. Sheet reference.

13. Plat phase lines (boundary lines) show stations.

14. Dimension and station of sanitary sewer locations.

15. Centerline bearings and/or intersecting centerline angles.

16. Show all existing features within 50’ of right-of-way.

17. Proposed electric, telephone, gas, cable locations, and easements.

18. Match lines with stationing.

19. Benchmarks

General - Profile

1. Existing centerline and proposed centerline profile.

2. Label proposed centerline grades (minimum grade 0.50%).

3. Show all mainline existing utilities.

4. Existing and proposed grade elevations every 25’ (existing elevation on bottom of

sheet and proposed elevation on top of sheet. Note as to centerline or top of curb.)

5. Show and label all vertical curves (Stations, elevations, length).

Sanitary Sewer - Plan

1. Show sanitary sewers, manholes, laterals, cleanouts, etc. with station and offset

labeled.

2. Label each pipe size.

3. Number proposed sanitary manholes and cleanouts.

4. Proposed lateral locations.

Sanitary Sewer - Profile

1. Show length of span, size, grade, and class and/or type of proposed pipe.

2. Show existing sanitary.

3. Show invert elevation of all pipe at manholes.

4. Show top elevations of manholes.

5. Number proposed sanitary manholes and cleanouts.

M. CROSS-SECTIONS

1. The cross-sections shall be at a scale of 1” = 5’ horizontal, 1” = 5’ vertical.

2. Cross-sections shall be every 50’ and at other critical areas.

3. Show all existing utilities with labels.

4. Show all proposed utilities with labels.

Page 19: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 13

5. Show all proposed and existing roadway sections with existing and proposed

centerline elevations.

6. Cross-section at each drive and intersection roadway (for reconstruction project

and projects where drive locations are predetermined).

N. OFF-SITE UTILITIES PLAN AND PROFILE

1. Refer to Plan and Profile.

Page 20: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 14

CONSTRUCTION PLANS

CHECKLIST

PROJECT ________________________________ DATE _____________

DESCRIPTION REMARKS

A. REQUIRED PLAN LAYOUT ORDER

Title Sheet

Final Plan

Schematic Plan

Typical Sections

General Notes

General Details

Site Grading

Misc. Details (e.g. pump station, intersection plan)

Plan and Profile

Cross-Sections

Off-Site Utilities Plan and Profile

B. TITLE SHEET

Title of Project, City, County, Township, and State

Index of sheets and sheet numbering

Vicinity map with north arrow and project site callout

Logan County Sewer District Construction

Standards and Drawings reference

Underground utilities note (O.U.P.S.)

Signature and stamp

Date of finished plans

Project description

Approval plan signatures

Name, address, telephone number, and fax number of

firm that prepared plans

C. FINAL PLAT/EASEMENT EXHIBITS

Copy of approved final plat and easement exhibits

with signatures

Page 21: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 15

DESCRIPTION REMARKS

D. SCHEMATIC PLAN - LARGE SCALE LAYOUT

OF THE SITE

At a measurable scale to show the whole site on one

sheet (max. scale 1” = 100’).

Show existing and proposed right-of-way, property

lines and roadway, lot numbers, street names, existing

adjoining property lines and owners.

Show proposed utilities and numbering of sanitary and

storm manholes and catch basins.

Stationing of intersections and streets.

Multi-baseline legend (street number, stationing,

description, etc.).

North arrow and scale.

Benchmarks and locations.

Centerline stationing.

Overall plan view of the development depicting the

layout of the proposed sanitary sewer. Plans should

include all manholes, pipes, other structures, and the

plan and profile sheet on which they are located.

Plan and Profile sheet reference

E. GENERAL NOTES

All notes necessary for construction which are not

defined clearly elsewhere within the plans.

F. GENERAL DETAILS

All details necessary for construction except those

Logan County Sewer District Constructions

Standards and Drawings referenced on title sheet.

Modified Logan County Sewer District Construction

Standards and Drawings shall be redrawn for

approval.

G. SITE GRADING PLAN AND

EROSION CONTROL

A final site grading plan must be included with the

construction drawings.

H. MISC. DETAILS (e.g. pump station, etc.)

Plans shall include a detailed drawing with all proper

labeling and dimensioning.

Page 22: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 16

DESCRIPTION REMARKS

I. PLAN AND PROFILE

Use a scale of 1” = 20’ horizontal, 1”=5’ vertical.

Show all necessary data in sufficient detail for the

complete construction of all work and improvements to be

made in the plat.

All grade elevations shall be based on U.S.G.S. and

Logan County Sewer District datum.

Plan and profile sheets are required for all off-site utility

extensions.

J. GENERAL – PLAN

Show all proposed lots, streets, and curbs, etc.

Show all existing pavements, headwalls, piers, utilities,

mailboxes, trees, etc. (existing infrastructure may be

shown in lighter text and no less than 80% shading).

Construction notes.

North arrow (preferably up or to the right) and scale

(horizontal and vertical).

Street names.

Centerline stations and ticks every 100’ (south to north

and west to east where possible).

Easements for sanitary sewer.

Lot numbers, dimensions, and frontage.

Sheet reference.

Plat phase lines (boundary lines) show stations.

Dimension and station of sanitary sewer locations.

Proposed electric, telephone, gas, cable locations, and

easements.

Match lines with stationing.

GENERAL - PROFILE

Existing centerline and proposed centerline profile, if

applicable.

Show all mainline existing utilities.

Page 23: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 17

DESCRIPTION REMARKS

SANITARY SEWER - PLAN

Show sanitary sewers, manholes, laterals, cleanouts, etc.

with station and offset labeled.

Label each pipe size.

Number proposed sanitary manholes and cleanouts.

Proposed lateral locations.

SANITARY SEWER - PROFILE

Show length of span, size, grade, and class and/or type

of proposed pipe.

Show existing sanitary.

Show invert elevation of all pipe at manholes.

Show top elevations of manholes.

Number proposed sanitary manholes and cleanouts.

K. CROSS-SECTIONS

Cross-sections shall be at a scale of 1”=5’ horizontal,

1”=5’ vertical.

Cross-sections shall be every 50’ and at other critical

areas.

Show all existing utilities with labels.

Show all proposed utilities with labels.

Show all proposed and existing roadway sections with

existing and proposed centerline elevations.

Cross-section at each drive and intersection roadway

(for reconstruction projects and project where drive

locations are predetermined).

L. OFF-SITE

Refer to Plan and Profile.

Page 24: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

GENERAL PROVISIONS

Page 18

100.05 Record Drawings (As-Builts)

A. Record Drawings (As-Builts) Requirements

1. At the completion of construction, the original tracings shall be revised as necessary to

provide “Record Drawings”. This work shall be done by the Developer/Owner’s

Engineer, who was responsible for setting grades and staking for improvements. The

“Record Drawings” shall include the following information:

a) Location of all sanitary services if provided.

b) Final elevations and locations of the following:

1) Sanitary sewer manholes and inverts and lateral locations

c) The location of any additional improvements, construction as additions, or changes

to the approved plans.

d) The original tracings and a copy of the revised computer drawings transferable to

electronic media downloadable by the District.

2. Maintenance Surety shall not be released until satisfactory Record Drawings (As-

Builts) are delivered to the District.

Page 25: DESIGN CRITERIA TABLE OF CONTENTS FOREWORD …

Logan County Sewer District September 11, 2012

WATER DISTRIBUTION

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200.00 DEFINITIONS

Interpretation of Terms or Words

Regardless of capitalization, definitions are standard for the intent of these Design

Criteria.

AASHTO

American Association of State Highway and Transportation Officials

ANSI

American National Standards Institute

ASCE

American Society of Civil Engineers

ASTM

American Society for Testing and Materials

AVERAGE DAILY FLOW

The total quantity of liquid tributary to a point divided by the number of days of

flow measurement.

BEDDING

The earth or other materials on which a pipe or conduit is supported.

BUILDING SEWER

A pipe conveying wastewater from a single building to a common sewer or point

of immediate disposal.

CATCH BASIN

A structure intended to collect surface runoff and direct it into the storm sewer

system.

COLLECTOR SEWER

A sewer normally less than 15 inches in diameter that receives wastewater from

the sanitary laterals and transports it to the interceptor sewer.

COMBINED SEWER

A sewer intended to receive both wastewater and storm or surface water.

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DROP MANHOLE

A manhole installed in a sewer where the elevation of the incoming sewer

considerably exceeds that of the outgoing sewer; a vertical waterway outside the

manhole is provided to divert the wastewater from the upper to the lower level so

that it does not fall freely into the manhole except at peak rate of flow.

EARTH-DISTURBING ACTIVITY

Any grading, excavating, filling or other alteration of the earth’s surface where

natural or manmade ground cover is destroyed and which may result in or

contribute to erosion and sediment pollution.

ENERGY GRADIENT

The slope of the energy line of a body of flowing water with reference to a datum

plane.

ENERGY GRADIENT LINE

The line representing the gradient which joins the elevation of the energy head.

ENERGY HEAD

The height of the hydraulic grade line above the centerline of a conduit plus the

velocity head of the mean velocity of the water in that section.

ENERGY LINE

A line joining the elevation of the energy heads; a line drawn above the hydraulic

grade line by a distance equivalent to the velocity head of the flowing water at

each section along a stream, channel, or conduit.

EXFILTRATION

The quantity of wastewater which leaks to the surrounding ground through

unintentional openings in a sewer. Also, the process whereby this leaking occurs.

INFILTRATION

The discharge of ground waters into sewers, through defects in pipe lines, joints,

manholes, or other sewer structures.

INFILTRATION/INFLOW

A combination of inflow wastewater volumes in sewer lines with no way to

distinguish either of the two basic sources, and with the same effect as

surcharging capacities of sewer systems and other sewer system facilities.

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INFLOW

The discharge of any kind of water into sewer lines from such sources as roof

leaders, cellars, sump pumps and yard-area drains, foundation drains, commercial

and industrial so-called “clean water” discharges, drains from springs and swampy

areas, etc. It does not “infiltrate” the system and is distinguished from such

wastewater discharge, as previously defined.

INTERCEPTOR SEWER

A sewer which receives the flow from collector sewers and conveys the

wastewater to treatment facilities.

JOINTS

The means of connecting sectional lengths of storm sewer pipe into a continuous

sewer line using various types of jointing materials with various types of pipe

formation.

JURISDICTION

Any governmental entity, such as town, city, county, sewer district, sanitary

district or authority, or other multi-community agency which is responsible for

and operates sewer systems, pumping facilities, regulator-overflow structures, and

wastewater treatment works.

MAIN

The large water-carrying pipe to which individual user services are connected.

Mains are normally connected to each other in a grid type system.

MANHOLE

An opening in a sewer provided for the purpose of permitting a person to enter or

have access to the sewer.

MANNING ROUGHNESS COEFFICIENT

The roughness coefficient in the Manning Formula for determination of the

discharge coefficient in the Chezy Formula. Roughness coefficient (n) of channel

is based on actual tests typically provided in standard tables.

METER

The flow-measuring device installed at certain locations in a sanitary sewer

system to measure the amount of sanitary waste within a specified area.

NORMAL DEPTH

The depth at which water will flow in a pipe or channel by virtue of its slope and

roughness, based on the Manning Formula.

OEPA

Ohio Environmental Protection Agency.

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OVERFLOW

A pipe line or conduit device, together with an outlet pipe, which provides for the

discharge of a portion of sewer flow into receiving water or other points of

disposal.

PEAK

The maximum quantity that occurs over a relatively short period of time. Also

called peak demand or peak load.

RAINFALL INTENSITY

The amount of rain falling over a specified period of time. Rainfall intensity is

usually measured in inches per hour.

SANITARY WASTEWATER

A. Domestic wastewater with storm and surface water excluded.

B. Wastewater discharging from the sanitary conveniences of dwellings

(including apartment houses and hotels), office buildings, industrial plants,

or institutions.

C. The water supply of a community after it has been used and discharged

into a sewer.

SEDIMENT

Solid material both mineral and organic, that is in suspension, is being

transported, or has been moved from its site of origin by wind, water, gravity, or

ice, and has come to rest on the earth’s surface above or below sea level.

WATER RESOURCE

Any natural or unnatural body of water, swale, ditch, conduit, pond, lake, etc. that

receives or transports storm water runoff.

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900.00 SANITARY SEWERS

900.01 General

The following Design Criteria are summarized herein to establish practical, uniform

design of sanitary sewers within the Logan County Sewer District. These criteria cover

design factors and approved guidelines for evaluation of plans and specifications by the

District departments having jurisdiction over the review of plans and specifications.

These design factors are consistent with the requirements of the OEPA. If these design

criteria should conflict in the future with the requirements of the OEPA, these criteria

shall be modified to conform to their requirements. These design criteria are also

intended to conform to the standard drawings for sanitary sewers.

900.02 Minimum Velocity

All sanitary sewers shall be designed to give a mean velocity of at least 2.0 feet per

second, when flowing full, based on Manning’s Formula using an “n” value of 0.013.

Use of other “n” values will be considered, if deemed justifiable, on the basis of

extensive field data.

900.03 Maximum Velocity

The maximum velocity shall be 15 feet per second. If the velocity is greater than

15 feet per second, provisions should be made to protect against displacement. The

provisions will be concrete collars, anchoring, and ductile iron pipe.

900.04 Minimum Grades

All sanitary sewers shall be designed to give a mean velocity of at least 2.0 feet per

second when flowing full based on Manning’s Formula. Values of “n” to be used with

the Manning Formula vary from 0.010 to 0.015 with 0.013 recommended. Use of “n”

values other than 0.013 may be considered if justified. Use of formulas other than

Manning’s Formula may be accepted. If plans are recommended for approval with a

slope less than the minimum, the consulting Engineer must show justification for the

recommendation and obtain approval from OEPA. See Table 9.1.

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TABLE 9.1

REQUIRED MINIMUM SLOPE

Based on “n” Value of 0.013

Sewer Sizes - 8 through 36 inches

Minimum Slope in Feet

Sewer Size Per 100 Feet

8 0.40

10 0.28

12 0.22

15 0.15

18 0.12

21 0.10

24 0.08

27 0.067

30 0.058

36 0.046

900.05 Sanitary Sewers

In general, the minimum size of sanitary sewer mains shall be 8 inches. Six inches will

not be considered as a main line sewer; however, 6-inch sanitary sewers may be used as

private lateral sewers for apartments, camps, schools, restaurants, and other semi-public

operations, provided their hydraulic capacity is not exceeded because of short run-off

periods (high peak flows). In multi-tenant buildings, individual services shall be

provided to a common pipe, then to the main.

The lateral connections shall be premium joint construction and should be made of the

same material as the street sewer whenever possible to minimize infiltration from the

connection between the street main and house lateral. When joint material and/or

dimensions are not compatible, a commercial adapter shall be provided.

900.06 House Laterals

Four-inch sewer pipe shall be used for house (residential) connections. The cover over

the lateral coming out of the house shall be a minimum depth of 36". The house

connections shall be of premium joint construction and made of PVC SDR 26 or SDR-35. Cleanouts for laterals longer than 100 feet are required outside all structures

or units. Individual meters shall be used for separate sanitary sewers. When joint

material and/or dimensions are not compatible, a commercial adapter shall be

provided. A copy of an ordinance or regulation requiring this type of construction

must be on file with OEPA district office or submitted with all sewer plans to receive

approval.

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900.07 Invert Drop in Manhole

When a smaller sewer discharges into a larger one, the invert of the larger sewer should

be lowered sufficiently to maintain the same energy gradient. An approximate method

for securing this result is to place the 0.8 depth point of both sewers at the same

elevation or matching the top elevation of the pipes. When a larger sewer discharges

into a smaller, the invert of the smaller should not be raised to maintain the same energy

gradient.

900.08 Illegal Connections

Roof drains, foundation drains, sump pumps, yard drains, and all other clear water

connections to the sanitary sewer are prohibited.

There shall be no physical connection between a public or private potable water supply

system and a sewer or appurtenances thereto which would permit the passage of any

sewage or polluted water into the potable supply.

900.09 Utility Separations

Sanitary sewers and sewage force mains should be laid with at least a 10-foot horizontal

and 18-inch vertical separation from any water main. This is enforceable for both main

line and laterals. If a repair occurs with both water and sanitary in the same trench, the

District will allow the utilities to remain in the same trench.

If it is impossible to maintain the 18-inch vertical separation when the sewer is laid

closer than 10 feet to the water main, the sanitary sewer should be constructed of (or

encased in) water main type materials (ductile iron is preferred) which will withstand a

50 psi water pressure test.

If a sewage force main is laid closer than 10 feet to a water main, in no case should the

sewage force main be laid such that the crown of the sewage force main is less than

18 inches below the water main.

Sewers (or sewage force main) may be laid closer than 10 feet to a water main if it is

laid in a separate trench and elevation of the crown of the sewer (or sewer force main)

is at least 18 inches below the bottom of the water main

900.10 Crossing Utilities

Whenever a sanitary sewer and water main must cross, the sewer shall be laid at such

an elevation that the crown of the sewer is at least 18 inches below the bottom of the

water main. If it is absolutely impossible to maintain the 18-inch vertical separation,

the sanitary sewer should be constructed of water main type material which will

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withstand a 50 psi water pressure test for a distance of 10 feet on both sides of the water

main.

Whenever a sewage force main and water main must cross, the sewage force main is at

least 18 inches below the bottom of the water main.

900.11 Manholes

Manholes shall be installed at the end of each line, at all changes in grade, size,

alignment, and at all pipe intersections. Manholes shall be installed at a distance not

greater than 400 feet for 8-inch to 15-inch and 350 feet for 15-inch or greater. Greater

spacing may be allowed in larger sewers and in those carrying a settled effluent. Water-

tight castings are to be non-vented. Vented manholes will be determined by the Utility

Supervisor.

The flow channel through manholes should be made to conform in shape, slope, and

smoothness to that of the sewers.

All manhole covers shall be adjusted to grade by the use of no more than 12 inches of

precast concrete adjusting collars. Metal adjustment rings will not be allowed. In areas

outside the pavement, the manhole casting should be adjusted so that the top is slightly

above grade to prevent the entrance of the surface water off pavement

900.12 Manhole Minimum Diameter

Manholes shall be constructed large enough to allow access to the sewer. The

minimum diameter of manholes shall be 48 . Where manhole diameters of greater than

48 inches are used to accommodate the sewer pipes, the manhole shall be returned to a

48-inch diameter as soon as practical above the sewer crown. Manhole openings 24

inches or larger are recommended for easier access with safety equipment to facilitate

maintenance.

900.13 Manhole Water Tightness

Manholes shall be constructed to permit casting adjustments by use of cast-in-place or

precast concrete adjusting collars not to exceed 12 inches in height. Solid manhole

covers shall be used in all pavement locations. In other areas, the manhole casting shall

be adjusted so the top of the manhole cover is slightly above grade to prevent the

entrance of the surface water. In areas subject to flooding, secured watertight and solid

manhole covers should be used. All manhole covers, seating frames, and adapter rings

shall be machined to a firm and even bearing to provide a true fit into the frames.

Manholes shall be installed with chimney seals and water tight dishes.

Inlet and outlet pipes should be joined to the manhole with a gasketed and/or flexible

watertight connection meeting ASTM Specification C-443. Where three or more

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manholes in sequence are to be constructed with solid, watertight covers, adequate

ventilation shall be provided.

900.14 Flow Channel

The invert of the lowest pipe entering manhole shall be at least 3 inches (75 mm) above

the top of the base slab so that the sewer flow channel maybe installed and shaped. The

flow channel through manholes should be made to conform in shape, slope, and

smoothness to that of the sewers.

Cut pipe shall not extend beyond the inside face of the manhole wall. Concrete placed

inside the manhole to form the channel through the manhole shall not be placed

between the pipe and the opening so as to interfere in any way with the flexibility of the

joint.

900.15 Drop Manholes

Drop manholes shall be used when the invert of the inflow sewer is 2 feet or higher

than the manhole invert. When this difference of elevation is less than 2 feet, the

manhole invert shall be filled and channeled to prevent solids deposition.

Ductile iron pipe on “deep” manholes will be as directed by the District Director or his/her designee. Pre-cast drop structure at the base is required.

Due to the unequal earth pressure that would result from the backfilling operation in the

vicinity of the manhole, the entire outside drop connection shall be encased in concrete.

Drop manholes shall be constructed with outside drop connection.

900.16 Test Inspection

The leakage and deflection tests are to be carried out by the contractor after 30 days of

installation and witnessed and certified by the District officials and/or their

representative.

900.17 Railroad and Highway Crossings

When boring is required, the casing pipe shall be designed to meet the requirements of

the local authority having jurisdiction and in compliance with the Logan County Sewer District Construction Standards and Drawings. The size of the casing pipe shall be at

least 4 inches greater than the largest outside diameter of the sewer pipe, joints, or

couplings.

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900.18 Stream Crossings

A. LOCATION OF SEWERS IN STREAMS

1. Cover depth

The top of all sewers entering or crossing streams shall be at a sufficient depth

below the natural bottom of the stream bed to protect the sewer line. In general,

the following cover requirements must be met:

a) One foot of cover where the sewer is located in rock

b) Three feet of cover in other material. In major streams, more than 3 feet of

cover may be required

c) In paved stream channels, the top of the sewer line should be placed below

the bottom of the channel pavement.

Less cover will be approved only if the proposed sewer crossing will not

interfere with the future improvements to the stream channel. Reasons for

requesting less cover shall be provided in the project proposal.

2. Horizontal Location

Sewers located along streams shall be located outside of the stream bed and

sufficiently removed therefrom to provide for future possible stream widening

and to prevent pollution by siltation during construction.

3. Structures

The sewer outfall, headwalls, manholes, gate boxes, or other structures shall be

located so they do not interfere with the free discharge of flow through the

stream.

4. Alignment

Sewer crossing streams should be designed to cross the stream as nearly

perpendicular to the stream flow as possible and shall be free from change in

grade. Sewer systems shall be designed to minimize the number of stream

crossings.

B. CONSTRUCTION

1. Materials

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Sewers entering or crossing streams shall be constructed of ductile iron pipe

with mechanical joints; otherwise they shall be constructed so they will remain

watertight and free from changes in alignment or grades. Material used to

backfill the trench shall be stone, course aggregate, washed gravel, or other

materials which will not readily erode, cause siltation, damage pipe during

placement, or corrode the pipe.

2. Siltation and Erosion

Construction methods that will minimize siltation and erosion shall be

employed. The design engineer shall include in the project specifications the

method(s) to be employed in the construction of sewers in or near streams.

Such methods shall provide adequate control of siltation and erosion by limiting

unnecessary excavation, disturbing or uprooting trees and vegetation, dumping

of soil or debris, or pumping silt-laden water into the stream. Specifications

shall require that cleanup, grading, seeding, and planting or restoration of all

work areas shall begin immediately. Exposed areas shall not remain

unprotected for more than 7 days.

900.19 Sewage Pumping Stations

A. GENERAL

1. When sewage pump stations are required, they shall be designed and installed per the following standards:

a) Great Lakes Upper Mississippi River Board (GLUMRB) (Ten States Standards) “Recommended Standards for Wastewater Facilities”, latest version.

b) Ohio Environmental Protection Agency’s latest requirements.

c) Logan County Sewer District Design Criteria and Standard Construction

Drawings.

d) All other applicable codes and regulations.

2. Flooding

The wastewater pumping station structures and electrical and mechanical equipment shall be protected from physical damage by the 100-year flood. Wastewater pumping stations should remain fully operational and accessible during the 25-year flood. Regulations of state and federal agencies regarding flood plain obstructions shall be followed.

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3. Individual Grinder Pump

If it is the intent of the developer to turn the sanitary sewer system over to the

District after its proper construction then individual and/or common residence

grinder pumps will be permitted only after careful evaluation is given on the

construction of gravity sewers. Reasons for approving grinder pump/force main

systems:

a) Basements in areas with high groundwater table

b) Cost prohibitive to construct gravity sewers due to topography/distance.

Developer shall be required to prove that the costs of the gravity sewers

exceeds the value of the benefit received

c) Other reasons acceptable to the District Director at his/her discretion

If individual and/or common grinder pump(s) for residential properties are

allowed by the District then the grinder pump and electric alarm system will be

the responsibility of the property owner unless the owner requests and transfers

over to the District in a properly recorded easement (supplied by property

owner). The District reserves the right to not accept ownership and

maintenance responsibilities for any grinder pump/force main system installed

when such area could be served by gravity sewers and a single common pump

station.

The standard for individual/common grinder pump stations shall follow the

District’s construction standards and the following:

Simplex Grinder Pump Stations: Maximum 1 Residential Unit

Duplex Grinder Pump Stations: Maximum 3 Residential Units

Triplex Grinder Pump Stations: Maximum 4 Residential Units

For Duplex and Triplex Grinder Pump Stations, the control panel and alarm

system shall be located close to the right-of-way and in an easement granted by

the property owner (if system is being transferred to the District for operation

and maintenance). For pump stations for 5 homes or more including new

subdivisions will require the construction of a main sewage pump station.

B. INTRODUCTION – MAIN SEWAGE PUMP STATION

This main pump station design criteria has been developed to provide guidance to

land developers, their consulting engineers, and Contractors as to the requirements

of the District for design and technical specifications of sewage pumping stations.

These requirements are intended to supplement the requirements set forth by the

Ohio Environmental Protection Agency (OEPA) and in the following District

documents:

1. Developer Installed Improvements Sequence of Events.

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2. Standard Specifications for Water and Sewer Construction Projects.

3. Standard Details for Water and Sewer Construction Projects.

There are several general requirements for all new and replacement of main sewage

pumping stations to be built in the District. These include the following:

1. All new and replacement sewage pumping stations shall be fitted with submersible pumps.

2. Typically, new pumping stations will be duplex stations, where each of two pumps will be capable of meeting the station's design capacity. In some cases, larger capacity pumping stations may be required, which shall be constructed with three or more pumps.

3. New pump stations shall be equipped with Odor Control capabilities either chemical feed or air scrubber (activated carbon)

4. New pump stations shall be equipped with on-site generator preferably natural gas powered adequately sized to meet the peak demand of the pump station. If diesel power is selected then the fuel tank must have secondary containment.

5. Where possible, the requirements presented in this document have been developed to address both temporary and permanent installations; however, the District reserves the right to modify the requirements for individual projects as deemed necessary for the protection of public health and/or the environment.

6. In general, ALL pumping stations shall be considered to be permanent unless a project exists on the Logan County Sewer District’s 5-year Capital

Improvements Plan that would eliminate the pumping station or the Developer

has specific plans for eliminating the pumping station within approximately 5

years. However, each pumping station will be reviewed at the inception of

design by the Logan County Sewer District to determine whether the pumping

station will be considered permanent or temporary for design purposes. If a

pumping station is to be temporary (as determined by the Logan County Sewer District), certain requirements may be modified or omitted at the discretion of

the District Director of the Logan County Sewer District. In general these modifications and omissions will be as defined in Section M, Temporary Pumping Station.

Wherever the requirements specify "Contractor", they are intended to refer to land

developers and their agents, who are typically contractors and their consulting

engineers. Nothing in these requirements is intended to assign responsibility

contradictory to legitimate contractual arrangements between those parties.

Where these specifications are included with Plans and Bidding Documents for a

project publicly bid by the Logan County Sewer District, the Plans and Detailed

Specifications shall govern in the event of conflicts between them and this

document.

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C. SCOPE

The specifications herein given are general and subject to any special provision or

requirements set forth in the sections of this document.

1. Scope of Work

a) The Contractor shall, unless otherwise notified, furnish all labor, materials,

equipment, tools, and incidentals necessary to install, test, complete, and

make ready for operation a submersible sewage lift station. This includes the

furnishing and installation of all necessary and desirable accessory

equipment and auxiliaries, whether specifically mentioned in these

specifications or not, as required for an installation incorporating the highest

standards for the types of service which this lift station is to perform.

b) These specifications are intended to give a general description of that which

is required and do not claim to describe all details of the equipment to be

furnished. Such details are considered to be either standard among all

manufacturers or variable in accordance with specific equipment

formulations, but resulting, in either case, in equipment equal in

performance, long-term reliability, and life-cycle cost-effectiveness.

c) The Contractor shall be responsible for all excavation and removal of

obstructions and restoration of all properties involved directly with the

construction and/or installation of the lift station.

2. Capacity

a) The facility shall be sized to handle all flows from the total upstream

watershed, except for the pumps, which shall be sized to handle the peak

flow of the upstream watershed or twice the design peak flow of the

proposed development, whichever is less. However, the facility shall be

designed to permit future installation of pumps sized to handle the peak flow

of the upstream watershed.

b) The capacity of a pump station handling flow from existing gravity sewers

shall be adequate to manage existing flows, including infiltration/inflow, as

well as additional flows anticipated to be required for the proposed

development.

3. Design

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a) Design of pumping stations shall be coordinated at all stages with the Logan County Sewer District. Plans shall be submitted for review and approval

along with water and sewer construction plans.

b) Design efficiency of the pumps shall be submitted for review and approval by the District. Pumps which are not properly selected for efficient operation may be rejected.

4. Responsibilities of Contractor

The Contractor shall be responsible for all materials stored on the job site. The

Contractor shall bear the responsibility of any damages incurred either to private

or public property.

5. Inspection

Materials provided and work performed shall be subject to inspections by the

District representatives and/or by appointed agents of the District. Acceptance

of the lift station shall be contingent on the condition that all materials,

equipment, and workmanship provided pass set inspections, satisfactory

completion of all work, and proper operation of the completed lift station.

6. Warranty

a) A minimum of a full 18-month warranty beginning on the date of

acceptance shall be provided for the lift station. The warranty shall cover the

following:

l) All equipment, parts, and labor.

2) Site materials, roadways, and fences.

3) Ground subsidence and settlement of valve chamber and wet well.

b) The pumps shall have an l8-month full factory warranty and 5-year prorated

warranty (which shall both begin on the date of acceptance of the lift

station).

7. Tools and Spare Parts

a) All special tools and recommended spare parts required for normal operation

and maintenance shall be supplied for each piece of equipment furnished.

b) The following spare parts shall be furnished as a minimum:

1) One set of one upper and one lower mechanical seals and a seal tool.

2) One set of gaskets, O-rings, grommets, and other sealing devices.

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3) One rotating wear ring (if so equipped) or a spare impeller, and one

stationary wear ring (if so equipped) or a spare volute.

4) One complete set of spare fuses for all electrical devices.

5) Ten spare bulbs for each lamp type.

6) One spare pump

c) All tools and spare parts shall be properly packed and protected for long

storage and placed in containers clearly identified in permanent markings as

to contents. All tools shall be furnished in steel toolboxes.

8. Submittals

a) The Contractor shall submit to the District the following prior to ordering

equipment and materials or initiating construction:

l) Certified shop and erection drawings and data regarding pumps, motors,

characteristics, and performance. The data shall include guaranteed

performance curves, based on actual shop tests of duplicate pumping

units, which show that the units meet the specified requirements for

head, capacity, efficiency, and input power. Curves shall be submitted in

quadruplicate on 8½” x 11” sheets. For pumping units of the same size

and type, only curves for a single unit need to be provided.

2) Literature and drawings describing the equipment and showing all

important details of construction and dimensions.

3) Complete data on motors, including schematic electrical wiring

diagrams and other data as required.

4) Complete schematic electrical wiring diagrams for pumping station,

control panel, and telemetry monitoring system.

5) Conduit routing and wire-pulling schedules.

9. Operation and Maintenance Manuals

a) Five complete sets of operating and maintenance instructions shall be

provided for all equipment and shall be furnished no later than the date of

acceptance. The manuals shall be prepared specifically for the installations

to which they pertain and shall include all required catalog cuts, drawings,

equipment lists, spare parts, descriptions, etc.

b) The manual for each piece of equipment shall be a separate document with

the following specific requirements:

1) Contents:

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Table of contents and index

Brief description of each system and its components

Starting and stopping procedures

Special operating instructions

Routine maintenance procedures

Manufacturer's printed operating and maintenance instructions, parts

list, illustrations, and diagrams

Instrumentation data sheets with calibration data and specifications

One copy of each wiring diagram

Conduit routing and wire-pulling schedules

One copy of each approved shop drawing and each Contractor's

coordination and layout drawing

List of spare parts, manufacturer's price, and recommended quantity

Name, address, and telephone numbers of local service

representatives

2) Material:

Loose leaf, on 60-pound punched paper

Holes reinforced with plastic, cloth, or metal

Page size, 8½” x 11”

Diagrams, illustrations, and attached foldouts as required, of original

quality, reproduced by dry-copy method

Covers of oil-, moisture-, and wear-resistant material, 9½” x 12” in

size

10. Record Drawings

a) The Record Drawings shall consist of the Contract Drawings, revised per as-

built conditions, and the approved Shop Drawings. As-built revisions to the

Contract Drawings shall be professionally drafted. The Record Drawings

shall be submitted to the District in reproducible form (i.e., 3-mil Mylar)

upon completion of the construction.

b) Contract Drawings shall be legibly marked to record actual construction,

including:

1) All deviations in location or elevation of any underground installation

from that shown on the Contract Drawings

2) Any significant changes in aboveground installations from the approved

Shop Drawings or Contract Drawings

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3) Indication of District's approval of any such deviations or changes from

the Contract Drawings or approved Shop Drawings

c) Specifications and addenda shall be legibly marked to record:

1) Manufacturer, trade name, catalog number, and supplier of each product

and item of equipment actually installed

2) Changes made by change order or field order

3) Other matters not originally specified

d) Shop Drawings shall be legibly annotated to record changes made after

review.

e) Reproducible Record Drawings shall be submitted within seven calendar

days after the date of acceptance.

11. Additional Items

a) Each installation shall be individually assessed as to the need for equipment,

structures, procedures, and other items not named or described in these

specifications. Installation of these items may be required at the discretion of

the District Director or his appointed agent.

b) Any variations from the specifications provided in this document must be

approved through the District’s representative or the appointed agent of the

District.

c) These specifications are subject to change or revision without notification.

D. SUBMERSIBLE PUMPS

The pumps used in all submersible sewage lift stations shall meet the following

specifications.

All references to specific ITT Flygt or Barnes equipment shall be or equivalent.

1. Pumps, Motors, and Installation

a) Pumps shall be ITT Flygt CP; or Barnes or equal, shall be capable of passing

solids at least 3 inches in diameter, shall have a maximum ambient operating

temperature of at least 115° F, and shall be capable of withstanding

corrosive materials normally found in domestic and industrial waste.

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b) Pump motors shall be 460/480 volt AC, 3-phase, 60 Hz or 220/240 volt AC,

3-phase, 60 Hz, depending upon site constraints, power availability, and

pump size and application requirements. The need for dual-voltage motors

which are field changeable shall be considered on an individual basis

dependent on pump size, location, and other factors.

c) A nameplate of 316 stainless steel shall be attached to each pump, giving the

name of the manufacturer, rated capacity, head, speed, model number, serial

number, and all other pertinent data.

d) All anchor bolts shall be of 316 stainless steel.

e) Each pump shall be provided with a sufficiently long power cable to suit its

installation without splicing. The power cable shall be type SPC cable,

chloroprene rubber-jacketed, and suitable for submersible pump

applications. The power cable shall be sized according to NEC and ICEA

standards and shall also meet with P-MSHA approval. Each power cable

shall be installed in a separate conduit to the control panel.

f) A 316 stainless steel lifting chain shall be provided for each pump, of

sufficient length to reach from the pump attachment to a chain holder,

furnished by the equipment manufacturer, and installed near the upper guide

rail support for that pump. The chain shall be of sufficient strength to allow

the raising and lowering of the pump with a safety factor of at least 5, but in

no case less than 5/16 inch chain links.

g) The pump shall be supplied with a mating cast-iron discharge connection

elbow. The discharge connection elbow shall be permanently installed in the

wet well along with the discharge piping. The pump shall be automatically

connected to the discharge connection elbow when lowered into place and

shall be easily removed for inspection or service. There shall be no need for

personnel to enter the wet well to install, remove, or maintain the pumps.

h) Sealing of the pumping unit to the discharge connection elbow shall be

accomplished by a simple linear downward motion of the pump. A sliding

stainless steel guide bracket shall be an integral part of the pump unit. The

entire weight of the pump unit shall be guided by no less than two stainless

steel guide bars and shall be pressed tightly against the discharge connection

elbow with metal-to-metal contact. Sealing of the devices by any other

means shall not be acceptable. No portion of the pump shall bear directly on

the floor of the wet well, and the minimum clearance specified by the

manufacturer shall be maintained with at least 4 inches in all cases. The

pump, with its appurtenances and cable, shall be capable of continuous

submergence under water to a depth of 65 feet without loss of watertight

integrity.

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i) Major pump components shall be of gray cast iron with smooth surfaces

devoid of blow holes and other irregularities. All exposed nuts and bolts

shall be of AISI-type 304 stainless steel or brass construction. All surfaces

which will come into contact with sewage, other than stainless steel or brass,

shall be protected by an approved sewage-resistant coating. The impeller

shall be factory-coated with acrylic dispersion zinc phosphate primer. The

pump exterior shall be protected by a factory-applied spray coating of acrylic

dispersion zinc phosphate primer with a polyester resin paint finish.

j) All mating surfaces where watertight sealing is required shall be machined

and fitted with nitrile rubber O-rings. Fitting shall be such that sealing is

accomplished by metal-to-metal contact between machined surfaces. This

shall result in controlled compression of the O-rings without the requirement

of a specific torque limit. No secondary sealing compounds, rectangular

gaskets, elliptical O-rings, grease, or other devices shall be used.

k) The design of the cable-entry water seal shall ensure a watertight and

submersible seal. A single-cable entry to the pump housing shall contain all

leads. The cable entry shall be comprised of a single-cylindrical elastomer

grommet, flanked by stainless steel washers, all having a close-tolerance fit

against the outside diameter of the cable and compressed by the entry body

containing a strain-relief function, separate from the function of sealing the

cable. The cable entry junction chamber and motor shall be separated by a

stator lead sealing gland or terminal board, which shall protect the interior of

the motor from foreign material which might gain access through the top of

the pump. Epoxies, silicones, or other secondary sealing systems shall not be

considered acceptable. The pump supplier shall provide a watertight

connector, equal to a Crouse Hinds type CGB with a neoprene gland to

terminate the cable in the pump disconnect.

l) The pump motor shall be designed and manufactured by the same

manufacturer as the pump. The pump motor shall be of a squirrel-cage,

induction, shell-type design, housed in an air-filled, watertight chamber. The

stator winding and stator leads shall be insulated with moisture-resistant

Class F insulation which shall resist a temperature of 155° C. The stator

shall be dipped and baked three times in Class F varnish and shall be fitted

into the stator housing by heat-shrinking. The use of bolts, pins, or other

fastening devices requiring penetration of the stator housing shall not be

acceptable. The motor shall be designed for continuous duty, capable of

sustaining a minimum of ten starts per hour with the liquid surface located at

the top of the pump's volute, but below the motor casing, with a temperature

rise not exceeding 40° C above ambient temperature.

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m) The junction chamber, containing the terminal board, shall be sealed from

the motor by an elastomer compression seal (O-ring). Connection between

the cable conductors and stator leads shall be made with threaded,

compressed-type binding posts permanently affixed to a terminal board.

n) Each motor 14 horsepower or larger shall be provided with an adequately

designed cooling system, consisting of a water jacket encircling the stator

housing. The water jacket shall be provided with a separate circulation of

the pumped liquid. Cooling media channels and ports shall be non-clogging

by virtue of their dimensions. Systems that utilize a closed loop cooling

system such as ethylene or propylene glycol or oil shall not be acceptable.

o) Thermal sensors shall be used to monitor stator temperatures on all pumps.

The stator shall be equipped with three normally open thermal switches,

embedded in the end coils of the stator winding (one switch in each stator

phase).

p) Each pump shaft shall be of either stainless steel or carbon steel C1034 and

shall be completely isolated from the pumped liquid.

q) Each pump shall be provided with a tandem mechanical shaft seal system

consisting of two totally independent seal assemblies. The upper of the

tandem set of seals shall operate in an oil chamber located just below the

stator housing. This set shall contain one stationary tungsten carbide ring

and one positively driven rotating tungsten carbide ring and shall function as

an independent secondary barrier between the pumped liquid and the stator

housing. The lower of the tandem set of seals shall function as the primary

barrier between the pumped liquid and the stator housing. This set shall

consist of a stationary ring and a positively driven rotating ring, both of

which shall be of tungsten carbide. Each interface shall be held in contact by

its own spring system. The seals shall require neither maintenance nor

adjustment, but shall be easily inspected and replaceable. The following seal

types shall not be considered acceptable nor equal to the dual independent

seals specified:

1) Shaft seals without positively driven rotating members.

2) Conventional double mechanical seals containing either a common or

double spring acting between the upper and lower units (this

conventional system requires a pressure differential to offset external

pressure and effect sealing).

r) The only functions of the oil chamber shall be as a secondary barrier

between the pumped liquid and as a seal lubricant. It shall be designed to

compensate for oil expansion that can occur due to temperature variations.

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Drain and inspection plugs, with positive sealing, shall be easily accessible

from the outside.

s) The pump shaft shall rotate on two permanently-lubricated bearings. The

upper bearing, providing for radial thrust, shall be a single-row roller

bearing. The lower bearing shall be a two-row, angular contact bearing to

compensate for axial thrust and radial thrust.

t) The impeller shall be of a gray cast-iron, dynamically-balanced, double-

shrouded, non-clogging design having a long throughlet without acute turns.

The impeller shall be capable of handling grit, solids, fibrous materials,

heavy sludge, and other matter found in normal sewage applications. The

pump manufacturer shall furnish data on mass moment of inertia for the

proposed impeller. The fit between the impeller and the shaft shall be a

sliding fit with one key, and the fastening of the impeller to the shaft shall be

made by a locking assembly which is sealed from the liquid by a protective

rubber cap and a bolt threaded to the shaft terminal.

u) The volute shall be of a single-piece, non-concentric design and shall have

smooth fluid passages large enough at all points to pass any solids which can

pass through the impeller. The volute bottom shall be of a suction-bell

design. A replaceable wear-ring system shall be installed to provide efficient

sealing between the volute inlet and the impeller skirt. The wear rings shall

consist of a stationary brass wear ring in the volute. Pumps 14 horsepower

or larger shall also have a rotating stainless steel wear ring on the impeller

skirt.

v) Cable support shall be provided for the pump power cable and shall consist

of a wire braid sleeve with attachment tails for connection to supports

furnished by the equipment manufacturer and installed in locations indicated

in the manufacturer's drawings and approved by the Engineer.

w) A mix-flush system shall be provided for each pump. The mix-flush system

shall be equal to an ITT Flygt 4901 flush valve. The valve shall use the

ejector principle, in which water exiting the valve shall violently agitate the

liquid in the sump, thereby re-suspending any accumulation of sludge. The

flushing period of the valve shall be adjustable. The direction of discharge

from the mix-flush system shall be adjustable in 360 to any part of the wet

well.

x) Pump removal equipment shall meet the following specifications:

1) Lift stations supplied with pumps weighing 800 pounds or less shall be

supplied with sockets at each pump and a single portable stainless steel

winch-type hoist system capable of pulling either pump completely out

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of the wet well. The winch and hoist shall be rated at twice the

maximum weight of the pump. The hoist shall be fitted with a static loop

and screw pin anchor shackle to support the weight of the pump while

regripping the chain with the winch hook. Hoist shall be Halliday

Products Series DB or equal.

2) Lift stations equipped with pumps weighing in excess of 800 pounds

shall have a derrick-type lifting system. This system shall be designed so

as to allow lifting, moving, and loading of pumps onto the bed of a

standard one-ton truck. The lifting system and the structural design of

the derrick shall be rated at a minimum of twice the weight of the

heaviest pump installed in the station. The lifting system shall be

supplied with a means of operating electrically for both lifting and

rotating. A galvanized steel shield shall be attached to the jib to shield

the trolley when not in use.

2. Mounting Hardware

All slide rails shall be made of 316 stainless steel and shall be of tubular design.

Upper guide bar brackets, middle support brackets, and float hangers shall also

be made of 316 stainless steel. All other hardware (bolts, nuts, etc.) shall

similarly be made of 316 stainless steel.

3. Additional Equipment

All pumps shall be equipped with seal leak detectors, so as to give adequate

warning if the lower seal unit should fail and shall be an ITT Flygt MINICAS II

brand or equivalent.

4. Shop Testing of Pumps

a) All pumps of 35 horsepower capacity or greater shall undergo certified

testing at the factory for capacity, power requirements, and efficiency at

specified extremes for rated head, shutoff head, and operating head, and at

as many other points as necessary for accurate plotting of performance

curves, with the completely assembled pump and motor that will be

furnished.

b) All tests and test reports shall be made in conformity with the requirements

and recommendations of the Hydraulic Institute Standards.

c) Copies of the test logs, a description of the test piping, equipment, and

set-up, and a discussion of the test procedure shall accompany certified test

performance curves and shall be submitted to the District. The curves shall

include head, bhp, overall (wire-to-water) efficiency, rpm, and test NPSHRe

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plotted against capacity. The curves shall be easily read and plotted to scales

consistent with performance requirements.

E. WET WELLS AND VALVE PITS

Wet wells and valve pits shall be constructed as required, in accordance with the

following specifications:

1. Wet Well and Valve Pit Construction

a) Wet wells shall be constructed using either precast concrete sections or

poured-in-place concrete. If precast construction is used, each section shall

be set and sealed with the proper gasket and joint sealing compound

approved by the District. If the lift station will be constructed of poured-in-

place concrete, the concrete shall be reinforced with reinforcement rod in

accordance with acceptable engineering design practice and shall be

certified by a Professional Engineer registered in the State of Ohio.

b) Either type of construction shall have a foundation designed so as to

adequately support the station. At least one subsurface test boring shall be

made at the lift station site to at least five feet below the proposed bottom of

the wet well. A complete soil analysis including ground water level shall be

submitted with the plans. Soil analysis shall include at least Standard

Penetration Tests (ASTM D 1586); classification of soils' textures and

consistencies; tests for natural moisture content; engineering classification

of predominant soil horizons (including sieve and hydrometer analysis

(ASTM D 422), Atterberg limits (ASTM D 4318), and specific gravity

(ASTM D 854); and determination of Rock Quality Designation values.

This analysis shall be used by the design engineer to verify that adequate

ground support exists for the station as well as to design the structure to

prevent flotation. This design shall be certified by a Professional Engineer

registered in the State of Ohio.

c) Plans shall indicate the elevation of the 100-year flood plain at the lift

station site. The tops of the wet well and valve pit, as well as the generator

and control panel pads, shall be at least 1 foot above the 100-year flood

plain.

d) Design shall be such that a 30-minute cycle time for each pump (i.e. 15-

minute overall cycle time for duplex stations; 10-minute overall cycle time

for triplex stations) shall be obtained at average design flow. The wet well

shall also incorporate a design sufficient to provide at least 1 hour of storage

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at twice the ultimate average flow from the high-water alarm to the invert of

the influent sewer. In no case shall this distance be less than 6 feet.

e) No more than one influent sewer shall enter the wet well, and it shall be

located opposite the pumps. The last manhole before the wet well shall be

located within 10 feet of the wet well and shall be either within the fence or

near one of the fence gates.

f) Wet wells shall have a minimum inside diameter of 6 feet. Valve pits shall

have a minimum inside dimension in all directions of 6 feet. Valve pits shall

have an inside depth of no more than 8 feet.

g) Each valve pit shall be fitted with a drainage system such that any liquid

entering the valve pit will be drained back to the wet well. Drainage of the

valve pit shall be ensured by a l-degree slope to the floor of the valve

chamber draining to the invert of a drain line fitted with a check valve to

prevent sewage from entering the valve chamber. The drain line shall be a

minimum 2-inch diameter constructed of Schedule 80 PVC, and the check

valve shall be constructed of PVC. The check valve should be attached to

the drain pipe with a NPT threaded joint to permit changing the valve. The

pipe shall extend at least 12 inches into the wet well but shall not interfere

with pump removal. The check valve shall be normally closed, or a "P" trap

shall be placed in the drain line to prevent vapors from entering the valve

pit.

h) Each valve pit shall also be furnished with a valved connection to the force

main beyond the pump isolation valves for emergency pumping. This

connection shall be sized to equal the discharge piping from the pumps and

shall have a minimum diameter of 4 inches. This connection shall be

equipped with a 4-inch galvanized steel Bauer fitting for ease of hose

connection. If the valve is larger than 4 inches, a reducer or blind flange with

a 4-inch threaded tap shall be installed for connecting the Bauer fitting.

Bauer fitting and accessories shall be as follows, with one discharge

connection, one rubber sealing ring, and one end cap.

Part Numbers

Size & Type Discharge

Connection

Lever Ring HK Rubber Sealing

Ring

End Cap

4" Flanged 100-6987 included 105-0140 105-0201

4" Threaded 105-0811 105-0134 105-0140 105-0201

i) All pipe and conduit penetrations through the wet well and valve pit

structures shall be sealed with Dura-seal rubber compression gaskets, rubber

Link Seal sleeves with stainless steel components, or approved equal

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products. All voids should be filled with non-shrink grout on both sides of

the wall.

j) The wet well shall be provided with at least one "gooseneck" inverted vent

pipe appropriately sized. The piping shall be made of epoxy-coated ductile

iron, aluminum, or other corrosion-resistant material and shall be the same

size as the largest pump discharge piping (minimum 4 inches). Black iron

pipe will not be allowed. Also, PVC or other plastic pipe will not be

allowed. The exterior end of the pipe shall be covered with a stainless steel

screen.

k) Adequate waterproofing of the wet well and valve pit shall be included in

the design and performed by the Contractor. A leakage test shall be

performed on the entire wet well and valve pit prior to backfilling (see

Section 3.2). The Contractor/Developer shall be responsible for properly

repairing any leaks or correcting any other problems discovered during this

test.

l) All valve pits shall be fitted with either an aluminum ladder or

polypropylene manhole steps for access. An aluminum Bilco Ladder-Up

safety post or equal shall be provided as well.

2. Leakage Testing of Wet Well and Valve Pit

Wet well and valve pits shall be tested for leakage prior to backfilling as

follows.

3. Backfill and Embankment

a) The Contractor shall provide all labor, materials, tools, equipment, and

incidentals required to place the compacted backfill or embankment where

shown on the plans or where directed by the Engineer and as specified

herein.

b) Compacted backfill and embankment shall consist of suitable excavated

material approved by the Engineer or granular backfill meeting O.D.O.T.

Item 603, Type 2. This material may be obtained from suitable excavated

material elsewhere on the project, if available. Use of frozen material, wood,

rocks, or rubbish for backfill or embankment will not be permitted. If

suitable material cannot be obtained from the excavated material, the

Contractor shall furnish the material.

c) No fill shall be placed covering other work until such work has been

inspected and approved by the Engineer. Where fill is required on both sides

of a foundation or wall, the fill shall be placed simultaneously on each side.

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Fill against building walls shall not be placed until the first floor slab has

been poured and set, unless otherwise approved by the Engineer. Fill against

other work shall be in a manner and at such time as not to endanger the

stability of or damage the work. No fill shall be placed against water bearing

walls until they have been inspected, tested, and approved by the Engineer.

No fill shall be placed over snow or frozen material.

d) All fill shall be compacted as specified herein, unless otherwise shown.

1) Backfill. Backfill shall be placed in 6-inch loose layers and each layer compacted to not less than 95% of maximum dry density; the moisture content shall be not greater than 3 percentage points above optimum as determined by ASTM D 698. Compaction shall be accomplished with a vibratory double-drum steel wheel roller no less that 2.0 tons and no greater than 3.0 tons or by other means approved in writing by the Engineer. Flushing with water before compacting is also encouraged if satisfactory drainage is provided for the free water. The method of compaction within road rights-of-way shall be approved by the Logan County Engineer's Office or O.D.O.T., as appropriate.

2) Embankments. Embankment areas shall be constructed in accordance with this specification. Embankment fill shall be placed in 6-inch loose layers and each layer compacted to not less than the percent of maximum dry density specified herein; the moisture content shall be not less than optimum and not greater than 3 percentage points above optimum. For material which displays pronounced elasticity or deformation under action of compaction equipment, the moisture content shall be reduced and proper stability obtained. Moisture density shall be as determined by ASTM D 698.

Maximum Dry Density Compaction

(lbs/cu ft) Percent Maximum Dry Density

90-104.9 102

105-119.9 100

120 and more 98

3) Subgrade. All pavement subgrades for new pavement shall be

compacted to a depth of 12 inches. Subgrade soils with a maximum dry

density of less than 100 pounds per cubic foot are considered unsuitable

for use where subgrade compaction for a depth of 12 inches is required,

and when encountered in the upper 12 inches of the subgrade shall be

replaced with suitable soil or granular material. Soil subgrade with

maximum dry density of 100 to 105 pounds per cubic foot shall be

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compacted to not less than 102% of maximum dry density. All other soil

subgrade shall be compacted to not less than 100% of maximum dry

density; the moisture content shall be not greater than 3 percentage

points above optimum as determined by ASTM D 698.

e) The Contractor shall obtain up to three soil samples where

directed by the Engineer and transport the samples to an

approved testing agency for Standard Proctor dry density testing

(ASTM D 698). In addition, the Contractor shall cause a trained

and experienced soil technician from an approved testing agency

to be onsite during all backfill and embankment placement and

to conduct at least three field density tests for every vertical foot

of backfill or embankment placed. The Engineer shall review

and approve the field density test reports at least every five

vertical feet of embankment, and placement of embankment

may not continue without this approval.

4. Wet Well and Valve Pit Lids and Accessories

a) Wet well and valve pit lids shall be composed of .25-inch-thick aluminum

rated at 150 pounds per square foot (300 pounds per square foot in traffic

bearing situations or if top of structures are not elevated at least 6 inches

above grade). Lids shall be affixed with stainless steel hinges and hardware.

A retractable handle constructed of stainless steel shall be furnished with

each lid--such that when the lid is closed, there shall be no protrusions

above the lid level. The system shall be equipped with a safety “underlid”.

b) The channel frame shall be ¼ inch minimum aluminum with anchor flange

around the perimeter with a drain into the wet well.

c) Factory finish shall be mill-finish with bituminous coating applied to the

exterior of the frame.

d) Each lid shall be furnished with a stainless steel padlock tab for securing the

lid, a stainless steel snap lock with gasketed, threaded cover plug and

removable key wrench, and a stainless steel hold-open arm with release

handle for securing the lid in a 90-degree open position. Also,

compression-spring operators enclosed in telescopic tubes shall be provided

for smooth, easy, and controlled door operation throughout the entire arc of

opening and closing.

e) Pump access lids shall be sized according to the pump manufacturer's

recommendation. Access hatch(es) on the valve pit shall be large enough to

permit easy installation and removal of the check valves and gate valves, as

well as permit access to the Bauer connection. Every structure shall have at

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least one access lid with a minimum size of 30 inches by 30 inches that will

permit entry of maintenance personnel wearing self-contained breathing

apparatus.

f) Access lids over the pumps in the wet well shall lift away from the pump

guide rails (i.e. toward the influent sewer).

g) Access to the control panels shall meet National Electric Code (NEC)

conditions with the lids in the 90° open position.

h) Aluminum access lids shall be as manufactured by Bilco or approved equal.

F. PIPES, ISOLATION VALVES, CHECK VALVES, AND SURGE RELIEF

VALVES

All pipes and related equipment shall conform to the following specifications:

1. Pipes

a) The force main and other piping at the pumping station shall be a minimum

of 4 inches in diameter. Pipes shall be of Class 53 ductile iron meeting

ANSI/AWWA Cl51/A21.51. All pipes shall be cement-lined, meeting

ANSI/AWWA C104/A21.4 standards with asphaltic seal coating on the

interior.

b) All mating ends in the lift station and valve pit shall be Class 125 flanged

meeting ANSI/AWWA C110/A21.10 and C115/A21.15, with a gasket no

larger than 0.125 inch between flanges. Flange adapters such as Union

Flange will not be allowed. All flanges shall be ductile iron, not gray iron.

All flange bolts shall be 316 stainless steel. Exterior of pipes in the wet well

and valve pit shall be coated with epoxy-based paint, in accordance with

AWWA standards. Only one joint or fitting will be permitted on each pipe

between the wet well and the valve pit. This shall be a restrained flexible

joint such as a mechanical-joint solid sleeve with MegaLugs. No flanged

joints will be permitted outside the wet well and valve pit.

c) Each pump discharge line shall have a pressure gauge with a lever-operated

ball valve installed in the valve pit between the check valve and the gate

valve. The gauges shall be stainless steel glycerin-filled diaphragm gauges

suitable for raw sewage service. Gauges shall have at least a 2½-inch face

with a polycarbonate window and a full scale pressure of twice the shut-off

head of the pump. Connections shall be NPT brass or stainless steel with a

stainless steel snubber between the valve and the gauge. Ball valves shall be

lever operated stainless steel with vinyl grip handles and NPT connections.

Valves shall be rated for at least 350 psi working pressure. Piping shall be

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stainless steel or brass with a minimum pressure rating of 200 psi.

Hydrostatic tests shall be performed with ball valves turned off.

d) Force main piping shall have standard push-on bell and spigot joints

meeting ANSI/AWWA Cl51/A21.51 and shall be installed in accordance

with ANSI/AWWA C600. Exterior of piping shall be coated with standard

asphaltic coating. Ring gaskets shall be of approved composition suitable for

the required service. Fittings shall be ductile iron conforming to

ANSI/AWWA C110/A21.10. Piping at all bends and at both ends of the

force main shall be restrained with flexible restrained push-on joints

conforming to ANSI/AWWA C153/A21.53 or C111/A21.11 or other

approved restrained joints for sufficient lengths to withstand the higher of

the test pressure or the operating pressure plus a reasonable surge allowance.

Substitution of concrete thrust-blocks in accordance with AWWA and the

District standards in lieu of restrained joint pipe will be considered on a

case-by-case basis.

e) Force mains shall have a minimum cover of 4 feet and a maximum cover of

12 feet. High points in the force main should be minimized by the use of

deeper cuts through small hills along the alignment. Automatic air release

valves shall be located at each high point on the force main. The force main

shall discharge at an elevation not more than 2 feet above the invert of the

receiving sewer, to a separate terminal manhole having no upstream gravity

sewer connections.

2. Isolation Valves

a) Each pump discharge line shall be furnished with an individual isolation

valve. Isolation valves shall also be furnished for the Bauer connection and

on the common force main before exiting the valve pit. The possibility of

locating a buried valve outside the valve pit shall be considered on a case-

by-case basis.

b) Isolation valves shall be of the resilient-seat gate type and shall be as

manufactured by Clow Corporation, American Flow Control, Kennedy

Valve, M & H Valve, or equal.

c) Gate valves shall conform to the requirements of AWWA C509 as

applicable.

d) Valves shall be furnished with Class 125 flanged ends.

e) All-metal valves shall be manufactured of ASTM A126 cast iron, Class B,

with bronze mounting hardware.

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f) Valves shall be of the non-rising stem type, using a double O-ring stem seal,

except that packing shall be used when gear operations are required.

g) Valves shall be rated for the following working pressures:

Valve Size Pressure (psig) Class

3 inch to 12 inch 200 125

14 inch to 20 inch 150 125

Piping and valves larger than 20-inch diameter shall be individually

designed.

h) All valve bodies shall be hydrostatically tested to at least twice the rated

working water pressure. In addition, valves shall be seat-tested, bi-

directional at the rated working pressure, with seat leakage not to exceed 1

fluid ounce per inch of valve diameter per hour. A certificate of testing shall

be provided.

i) Flanged valves shall have face-to-face dimensions in accordance with ANSI

B16.1 and flanges in accordance with ANSI B16.10.

j) All bonnet and packing gland bolts shall be steel, electro-plated with either

zinc or cadmium; packing gland bolts shall have bronze nuts.

k) Valves shall be furnished with handwheels as well as geared operators

where required to produce the specified torque with a maximum pull of 80

pounds on the handwheel.

l) All valves shall be marked in accordance with AWWA standards, including

the name of the manufacturer, valve size, working pressure, and year of

manufacture.

m) Valves shall open counter-clockwise and close clockwise. Permanent labels

shall be provided for each valve, showing both the "Open" position and

indicating arrows.

n) Resilient-seated valves shall be coated, interior, exterior, and valve bonnet,

with fusion-bonded epoxy, in accordance with AWWA C550.

o) Valves shall be UL- and FM- approved.

p) Each valve gate shall be encapsulated with synthetic rubber which has been

bonded and vulcanized in accordance with ASTM B429, Method B.

q) Recesses in the valve body shall not be permitted.

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3. Check Valves

a) Check valves for ductile iron pipelines shall be swing-type and shall meet

the material requirements of AWWA specification C508 swing-check valves

for ordinary waterworks service. The valves shall be of cast-iron body,

bronze-mounted, single-disc 175 psi working water pressure, non-shock,

and hydrostatically tested at 300 psi. Valve ends shall be 125 pound ANSI

B16.1 flanges. Interior and exterior of valve body shall be coated with

fusion-bonded epoxy in accordance with AWWA C550.

b) When there is no flow through the line, the disc shall hang lightly against its

seat in a vertical position. When open, the disc shall swing clear of the

waterway.

c) Check valves shall have bronze seat and body rings, extended bronze hinge

pins, and bronze nuts on the bolts of bolted covers.

d) Valves shall be fitted with an extended hinge arm with outside lever and

weights. Valves shall be so constructed that disc and body seat may be easily

removed and replaced without removing the valve from the line. Check

valves shall thus be installed with enough clearance between the valves and

the walls of the valve pit to permit removal of the shaft for maintenance

purposes.

e) Check valves in pump stations with total head in excess of 50 feet shall be

equipped with a hydraulic cushion to dampen the last 10% of the valve

closing action. The hydraulic cushion chamber shall be arranged so that the

valve closing speed is adjustable to meet the service requirements.

f) All check valve shafts shall be designed to accept a hydraulic cushion in

case future modification is desired.

4. Surge Relief Valves

a) On all pump stations with a total dynamic head in excess of 50 feet, the need

for a surge relief valve shall be considered. The surge relief valve shall be

designed to prevent damage to any piping, valves, or other equipment in the

event of a power failure during operation of all pumps in the station.

b) Any surge relief valve shall be installed in the valve pit with discharge into

the wet well.

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c) The surge relief valve shall meet the same material and pressure-rating

requirements as the check valves. Surge relief valve design and construction

shall be approved by the District.

G. ELECTRICAL

Note: Manufactures listed are for reference - Only ITT Flygt, Barnes Pumps and

Siemens Mag meters will be accepted. This is for District main pump stations and not

referenced for E-1 Grinder Pump Stations.

1. All electrical components shall meet NEMA standards, and shall comply with

NEC as applicable to construction and installation of wiring and components.

The electrical system inside the wet well shall comply with the National Electric

Code for Hazardous Locations, Class 1, Group D.

2. An enclosure shall be provided to house all electrical equipment outlined in the

following specifications. The enclosure shall be located on a separate concrete

pad adjacent to the wet well. The pad shall be of sufficient size to support the

enclosure and provide access in accordance with NEC requirements.

3. The enclosure and the electrical equipment which shall be supplied with each

sewage pumping station are described in this section.

4. Each lift station shall have a minimum of a 175 watt metal halicle or mercury

vapor light on Switch mounted in panel mounted high enough to light up lift

station area.

5. Enclosures

a) Their shall be two separate enclosures. One for the motor control panel and

one for the telemetry monitoring system (when required).

b) Enclosures supplied with each station shall be Hoffman #A-62H4812SSLP

or equal (or appropriately-sized equivalent, if larger enclosure is required)

and shall be rated NEMA Type 4X. The enclosure shall be large enough to

provide an unused space equal to at least 30% the space required. This space

shall be reserved for installation of future equipment by the District, and no

wiring or controls shall intrude into this reserved space. The construction

shall be of 304 stainless steel, in accordance with ASTM A167, and shall be

supplied with a drip shield, a continuous hinge on the panel, and smooth

seamless sides.

c) The enclosure shall include add-on kits equal to the Hoffman kits listed by

catalog number below:

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1) D-L3630SOP Swing Out Door Kit (for mounting indicator lights and

operator entry switch).

2) ADSTOPK Door Stop Kit.

3) XLF16D18 Door-Activated Light.

d) Each enclosure shall have a door-in-door arrangement. The circuit breakers,

control switches, pilot lights, etc., shall be accessible to the operator from

the inner panel. The outer panel shall be void of control devices.

e) The outer panel doors of the enclosure shall be secured as follows:

1) The right-hand door shall be secured with Hoffman latch, Cat. #A-

L2CR.

2) The left-hand door shall be secured with Hoffman latch, Cat. #A-

L2CCCW.

3) Panel doors shall also be provided with stainless steel hasp and eye or

tabs for securing with a padlock.

f) Subpanels shall also be stainless steel.

g) Each sewage pumping station enclosure shall be provided with one duplex

service outlet of 120-volt AC, 20-amp rating. This outlet shall be supplied

from the control transformer and shall have GFCI circuit protection. The

outlet shall be located in the motor control panel.

h) All wiring and components shall be tag-numbered and/or clearly marked in

accordance with the drawings and as directed by the Engineer.

i) The motor control panel shall be UL-listed or listed by another nationally

recognized testing agency and shall be built in accordance with NFPA 79

Electrical Standards for Industrial Machinery.

j) An outline drawing of the control panel shall be provided, showing panel

elevation, dimensions, and weight. Interconnecting wiring diagrams shall be

provided, which show all electrical connections between field-installed

equipment and the control panel. Schematic control wiring diagrams shall be

provided, showing all control components, switches, pilot lights, relays, etc.

The wiring diagrams shall indicate wire and terminal numbers. Each

component shall be uniquely labeled.

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6. Circuit Breakers

a) All circuit breakers shall be of the thermal-magnetic type, with molded case

breakers. Breakers shall be UL-listed and CSA-certified, and shall meet

Federal Specification W-G-375B/GEN.

b) Three-pole breakers shall be manufactured by Cutler/Hammer Series C and

shall have a short-circuit rating equal to 125% of the available fault current.

Regardless of the available fault rating, circuit breakers shall not be less than

Style FA for applications under 100 amps, or Style KA for applications

between 100 and 250 amps.

c) Single-pole breakers shall be Cutler/Hammer Series C and shall be used for

control circuits and peripheral devices.

d) A main service entrance-rated circuit breaker shall be provided for the

control panel, with separate circuit breakers for each motor and transformer

primary and secondary, as well as single-pole circuit breakers for control

circuitry, RTU, lighting, and outlets.

e) Circuit breakers shall be accessible to the operator from the subpanel

without having to come in contact with open wiring. The main and motor

branch circuit breakers shall be lockable.

f) A minimum of two spare 120-volt AC, 15-amp circuit breakers shall be

provided and mounted on the panel.

7. Starters

a) Motor starters shall be Cutler/Hammer Advantage Series. They shall be

equipped with three poles and shall be provided with auxiliary contacts for

status inputs to the telemetry monitoring system. Thermal overload relays

shall be Cutler/Hammer solid state adjustable thermal overloads or

equivalent.

b) Starters shall conform to all NEMA ratings. The minimum size starter shall

be NEMA 1.

c) Where required by a local power company or the District, electronic soft-

start starters, as manufactured by Cutler/Hammer IT Soft Starts shall be

supplied.

d) Provisions for sequential pump starting shall be made in the controls to

prevent more than one pump from starting simultaneously.

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8. Control Transformers

a) Control transformers shall be internal mounted. Primary voltage shall be

480/240 volt AC and secondary voltage shall be 120 volt AC.

b) The transformer should be sized for the power requirements of the pumping

station or shall have a minimum output current rating of 30 amps. The

transformer shall be protected by circuit breakers on the primary and

secondary sides.

9. Control Relays

a) All control relays shall be of the 8- or 11-pin octal plug-in type,

Cutler/Hammer or equivalent. Relays may be either direct panel-mounted or

DIN rail-mounted. Control relays shall be of at least DPDT configuration.

b) Intrinsically safe relays shall be provided for operation with the wet well

float switches. Wiring associated with the intrinsically safe relays shall be

segregated from other power and control wiring.

10. Duplex Alternator

a) The alternating relay shall be as manufactured by ITT Flygt Part No. 008-

120-13SP.

b) The above describes a duplex alternator. Pumping stations with three or

more pumps shall have an alternator capable of equalizing operating hours

among the pumps.

11. Multitrode (By Flygt)

a) A multitrode level controller will be used to control the lift stations pumping

and alarms. (Flygt Model 3.0/10-100).

b) In a dual pump station Flygt MTR-3 and MTRA-3 controllers will be used

for pump control and alarm.

c) In a three-pump station, two Flygt MTRA-3 controllers will be used for

pump control and alarm.

d) A multitrode MTAK-2 will be included to provide 12 inches of extra wall

clearance and provide a probe cleaner.

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e) The multitrode will provide an OFF pump signal, lead pump signal, lag

pump signal, and a high-level alarm which ties into local horn and strobe as

to a telemetry system.

12. Switches and Pilot Lamps

a) All lamps shall be of the transformer type.

b) Switches and pilot lamps shall be oil-tight and shall meet NEMA standards

for A600 heavy-duty contacts. Each pump shall have a separate selector

switch with the following settings: ON -- OFF -- AUTO. Each pump shall

also have a pilot lamp to indicate when the pump is running. These

switches and lights should be located inside the control panel.

c) All HOA switches and pilot lamps shall be as manufactured by either

Furnas or Allen-Bradley. Switches and pilot lamps shall be oil-tight and

shall meet NEMA standards for A600 heavy-duty contacts.

13. Over-Current Relays

a) Over-current relays shall be provided and shall be wired so that every motor

lead passes through the current loops. When motor current exceeds 50 amps,

current transformers shall be available to satisfy the current requirements

(i.e. current shall be reduced to below 50 amps for monitoring purposes).

b) Output contacts for a remote alarm shall be provided.

c) The over-current relays shall be SSAC Model No. ECS41BC or equivalent

for pumps with full-load current up to 20 amps or SSAC Model No.

ECSH4HBD for pumps with current rating above 20 amps.

14. Voltage Monitors

a) A voltage monitor shall be supplied to monitor the incoming voltage from

the local power company. This unit shall be manufactured by SSAC, Model

No. WVM011A* or equal. The monitor shall be rated at either 240 volt AC

or 480 volt AC, according to the incoming voltage source. Voltage monitor

shall monitor all incoming phases. Protection of the voltage monitor, on the

incoming voltage, shall be through l-amp fuses.

b) When an under-voltage condition occurs, an alarm shall be sent via the

telemetry monitoring system after an adjustable time delay.

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15. Wire and Cable

a) All wiring and cable installation shall conform to NEC regulations and shall

comply with local codes. All conductors shall be copper. Wiring shall not be

operated above 75° C.

b) For electrical equipment feeders (motor control centers, motor branch

circuits, etc.) located below grade or for exterior control and motor circuits,

wiring shall be type THHN through #2 AWG and type RHH for larger than

#2 AWG.

c) For branch circuits for lighting and receptacles, wiring shall be type THHN

in conduit. For branch circuits for interior control, wiring shall be type

MTW.

d) Power wiring shall be 12 AWG minimum and control wiring shall be 14

AWG minimum.

e) For instrumentation (i.e. 4-20 mA signals), cables shall be 16 AWG copper,

NEC-type TC rated at 600 volts (Belden No. 1118A or equal) individually-

shielded twisted pair cable. All digital signal wires may be of the type of

wire specified above.

f) All telemetry monitoring system and signal wires shall be in conduit

separate from any AC power lines. All motor circuits must be in separate

conduits apart from any lighting, receptacle, or control wiring.

g) All conductors shall be sized such that voltage drop does not exceed 3% for

branch circuits or 5% for feeder branch circuit combinations.

h) The use of pulling compound shall be required in all installations of wire

pulled in conduit as needed. All conduits shall be sized in accordance with

NEC regulations and/or local codes.

i) Fork-tongue compression terminals shall be installed on all control and

metering conductors connected to terminal blocks. All terminations shall be

coated with a UL-listed anti-oxidation compound.

16. Raceways and Conduit

a) All conduits shall be of one of the following types:

1) Rigid steel, which shall be hot-dipped, galvanized, threaded-type

conduit, conforming to FS WW-C-581E, ANSI C80.1. Rigid steel

conduit shall only be used for interior conduits.

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2) Rigid aluminum, which shall comply with NEC and local codes. Rigid

aluminum conduit shall not be used for buried conduits.

3) PVC plastic, which shall be Schedule 80. All PVC conduit shall comply

with NEC and local codes and have glued joints. PVC conduit shall not

be used for interior conduits, but shall be used for all buried conduits

and may be used for exterior conduits.

4) Liquid-tight, which shall be flexible steel conduit with a high tensile

strength galvanized steel core and continuous copper ground built into

the core. This conduit shall have a smooth non-wrinkling PVC jacket

that will not pull away from fittings. This conduit shall be type LA

Liquatite as manufactured by Electri-flex, or equal. Liquid-tight conduit

shall be used for any final runs into instrumentation equipment and shall

not exceed 18 inches in length.

b) Conduits between the wet well and control panel shall have a minimum size

of 2 inches and shall be as follows:

1) One conduit for each pump

2) One conduit for future mixer or influent grinder (spare)

3) One conduit for high high-level float (telemetry monitoring system)

4) One conduit for remaining floats.

c) All conduits shall be tagged and identified with brass tags held on by copper

wire at both ends.

d) Conduit routing and wire-pulling schedules shall be submitted with shop

drawings.

17. Grounding

a) All submitted site plans shall show a grounding scheme. Grounding shall

comply with NEC requirements.

18. Security System Devices

a) Security system devices shall be furnished and installed as described below.

b) All wet well and valve pit hatches shall have a limit switch on each exterior

door. Limit switches shall be Cutler/Hammer or equal. All such switches

shall be connected to the site entry input point on the telemetry monitoring

system.

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19. Nameplates

a) Engraved nameplates shall be provided for every circuit breaker, control

switch, pilot light, etc. Nameplates shall be white-faced tags with engraved

black letters. Letters shall be ⅛ inch in height.

b) Nameplates shall be attached to the panel by means of stainless steel

machine screws.

20. Line-Surge Protection

a) A lightning arrester and line-surge capacitors shall be provided on the

incoming power lines. The lightning arrester shall be of the 650-volt,

3-phase, “Transquell" type, as manufactured by General Electric Co., Cat.

No. 9L15ECC001, or equal. Line-surge capacitors shall be 650-volt,

3-phase, non-toxic liquid-insulated, as manufactured by General Electric

Co., Cat. No. 9L18BAB301, or equal. The lightning arrester shall be

mounted outside the control panel. Also must be U/L cirtified.

21. Local Alarm

a) A visual alarm shall be mounted on the enclosure. Mounting the alarm on

the top or front of the panel shall not be acceptable. Specific site conditions

shall dictate the orientation of the alarm and panel.

b) The alarm light shall be visible from 360°.

c) The local alarm shall be connected to the high high-level float, as described

in Section 5.7, Multitrode by (Flygt).

22. Elapsed-Time Meters

a) An elapsed-time meter shall be furnished for each pump.

b) Elapsed-time meters shall have an increment of 1/100 hour.

c) Elapsed-time meters shall have both a field-resettable display and a non-

resettable display. As an alternative, both a resettable meter and a non-

resettable meter shall be provided for each pump.

H. STANDBY POWER

1. Standby power shall be provided for each pumping station through either a

weatherproof receptacle capable of connecting to a portable generator or a

permanent on-site generator.

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2. A permanent on-site standby power system shall be required at all permanent sewage pumping stations and any other station where required by the OEPA or the Logan County Sewer District (see Appendix A).

3. Each generator shall be sized to supply emergency backup power capable of starting and operating a sufficient number of pumps to pump the maximum design flow for the station, as well as operating all other electrical components.

4. Provisions for sequential pump starting shall be made to minimize generator size

and prevent overloading.

5. The backup power supply unit shall be a modular, self-contained package, conforming to NEC and local electric codes, as well as to any and all EPA and OSHA regulations.

6. The power plant driving the generator, whether permanent or portable, shall be diesel. An automatic transfer switch and auto-exercise capabilities shall be furnished with each unit.

7. Each location with a permanent generator shall be equipped with a fuel tank capable of supplying fuel sufficient for a minimum of 12 hours of generator operation at full load. The fuel tank shall be self-contained and double-walled.

8. Each permanent generator shall be mounted on a raised concrete pad in a weatherproof enclosure and shall have removable panels or housing to allow access to the engine, generator, or controls. Permanent generators shall be located so as to be accessible by a truck for maintenance purposes.

9. Other required equipment shall include an electric unit heater, ventilation system, automatic sump pump (which shall discharge into the wet well), and a sound-attenuating treatment to reduce sound levels to no more than 85 dbA at 50

feet from the enclosure. If residences are located with 100 feet of the enclosure,

sound attenuation shall reduce sound levels to no more than 72 dbA at 50 feet

from the enclosure.

10. Auxiliary contacts shall be furnished and installed to interface with the telemetry

monitoring system for monitoring purposes.

11. If no permanent generator is provided, an auxiliary receptacle and manual transfer switch suitable for connecting to the District’s portable generator shall be provided. The transfer switch shall be a NEMA 4X Enclosure 3-pole (240 or 480 volts depending on the voltage decision), double throw (center position off), stainless steel, externally-mounted. The transfer switch shall be of a

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Cutler/Hammer make. The receptacles have to be a Killark make and will have

to adapt to the District’s equipment.

I. TELEMETRY MONITORING SYSTEM

1. To be installed per current District requirements and standards

J. FLOWMETERING

1. All permanent pumping stations, as well as other pumping stations specifically

identified by the District, shall be provided with a flowmetering device for

monitoring the discharge from each station. Station discharge piping shall be

configured with a straight run of pipe with no valves upstream of the flowmeter

equal in length to at least 5 pipe diameters and downstream of the flowmeter

equal in length to at least 3 pipe diameters or as otherwise recommended by the

flowmeter manufacturer, to provide an acceptable flow pattern through the flow

meter. (Note: these dimensions are for simple elbows. Some applications may

require more distance as required by manufacturer.)

2. All flowmeters shall be calibrated at the factory prior to shipment to the site.

The Contractor shall be responsible for the complete installation.

3. All new pumping station flowmeters shall be magnetic flowmeters and shall

include the transmitter, the remote-mounted flow tube, and the vendor-supplied

shielded cable between the two elements.

4. Magnetic Flowmeter Flow Element

The flow element of the magnetic flowmeter shall conform to the following

specifications.

a) Pulsed DC electromagnetic induction-type, providing a signal which is

linear in relation to the liquid flow rate. NOTE: AC-type meters may be

required if conductivity is below 5 micro Siemens/centimeter.

b) Functional/performance specifications shall be as follows:

1. Power requirements shall be matched to the flow transmitter/converter.

2) Accuracy shall be 1% of rate (including the transmitter/converter).

3) The flowmeter shall be suitable for operations in process liquid

temperatures up to 70° C and an ambient temperature of 65° C.

4) RFI protection shall be provided.

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5) The flowmeter shall be capable of operations under pressures of 240 psi,

if 150-pound flanges are used and 700 psi, if 300-pound flanges are

used.

6) The flowmeter shall be capable of running under no-flow conditions

without damage to any component.

c) Physical specifications shall be as follows:

1) The metering tube of the flowmeter shall be carbon steel, unless

otherwise indicated.

2) Flowmeter flanges shall be ANSI 150-pound carbon steel, unless

otherwise indicated.

3) The liner shall be Hard Rubber (Ebonite) or fusion-bonded epoxy, unless

otherwise approved by the District.

4) Electrodes shall be 316 stainless steel, bullet-nosed or elliptical

self-cleaning type, unless otherwise indicated.

5) Flowmeters shall be housed in below-grade vaults and shall be designed.

For a full time submersion and direct burial rating. Where hazardous

areas are indicated on the Contract Drawings, flowmeters shall be rated

for conditions in those areas.

6) All external surfaces of the flowmeters shall be painted with a chemical-

and corrosion-resistant epoxy finish.

d) Accessories/options required:

1) All flowmeters shall be factory-calibrated. A copy of the calibration

report shall be included in the operations and maintenance manual.

2) Flowmeters shall be grounded according to manufacturer's

recommendation. All accessories, such as a ground ring, ground wires,

gaskets, etc., shall be provided as required or as otherwise specified. All

materials shall be suitable for the liquid being measured.

e) The flowmeters shall be a Siemens model 5100 W Mag Meter with series

5000 Transmitter. Mag body must be fit with fully submersible kit.

5. Magnetic Flowmeter Transmitter/Converter

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a) The flow transmitter/converter shall be supplied by the manufacturer of the

flow element.

b) Functional/performance specifications shall be as follows:

1) Power requirements shall be 120-volt AC, 10%.

2) Accuracy shall be as defined for the flow element.

3) The operating temperature range shall be -25° C to 65° C.

4) The output shall be isolated 4-20 ma. DC into 0 to 1000 ohms.

c) The flowmeter transmitter/converter shall be housed in a NEMA 4X-rated

wall mount and enclosure.

d) Accessories/options required:

1) A signal cable shall be provided between the flow element and the signal

converter.

2) A local indicator shall be provided with an engineering scale to indicate

actual flow rate and total flow.

3) A second flow rate indicator and non-resettable totalizer shall be

provided on the enclosure RTU subpanel if the transmitter is not located

in the enclosure. This unit shall be a Newport P6000 rate meter/totalizer.

4) The transmitter, when not mounting in an electrical cabinet, shall

include a SS cover to protect the enclosure and display from the effects

of UV light, and direct contact with ice, snow and rain.

6. Data Logger

a) A Data Logger with 4-20 ma input capabible of recording 30 days of flow

data for the station will be required.

b) Data Logging software compatible with logger must be supplied.

c) Logger must be able to interface with Laptop computer supplied be county.

And all required wiring and hardware to do so must be supplied.

K. PERIMETER FENCE

1. The lift station area shall be enclosed with industrial-grade chain-link fence.

This fence shall be 9-gauge chain link, with 3-inch end posts and 2-inch line

posts. A 1⅝-inch top rail shall be placed on the fence. The end posts, line posts,

and top rail shall be structural galvanized steel with a rating of SS20. The fence

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shall be 6-feet high and shall be topped with three strands of barbed wire facing

outward.

2. Access through the perimeter fence shall be by means of a lockable sliding gate

with a working length of 16 feet. In the event that the site layout makes a sliding

gate impractical, dual-leaf swinging gates (8 feet each) may be acceptable.

Either gate shall be constructed with SS20 structural galvanized steel for the

outside frame (2½ inches for sliding gate or 2 inches for dual-leaf swinging

gates) and SS20 structural galvanized steel 1⅝-inch filler supports. The frame

shall be covered in 9-gauge chain link. The gate shall be capable of being

padlocked to prevent unauthorized access to the station.

3. A personnel access gate shall also be installed in the fence in addition to the

sliding gate. This gate shall be located on the perimeter fence as appropriate for

convenient access to the station. This personnel access gate shall be capable of

being padlocked to prevent unauthorized access to the station. The gate shall be

constructed of SS20 structural galvanized steel tubing and 9-gauge chain link.

The frame shall be 2-inch tubing and with a 1⅝-inch filler support.

4. The perimeter fence shall be constructed no closer than 10 feet from the wet

well, valve pit, or any building, or 4 feet from the generator pad, control panel

pad, or telemetry monitoring system pole. Gate placement shall be such that

there is adequate truck access to the wet well, valve chamber, and generator, or,

if a portable generator is used, to a plug and transfer switch. There shall be

sufficient room within the fence to permit later installation of a generator (if one

is not initially installed) while still meeting the above requirements.

L. FINAL GRADING AND FINISH WORK

1. Initial backfill for the lift station structure shall be non-compacting, washed pea

gravel, extending to 5 feet above the bottom of the wet well. From that point to

a point 8- to 10- inches below final grade, backfill shall consist of compacted

fill dirt excavated from the station site, unless otherwise directed by the District.

No rock or unstable backfill will be accepted. The Contractor shall ensure that

compaction is sufficient to prevent any subsidence. All ground shall be stable

and Contractor is responsible for repairing all subsidence and associated damage

for 18 months from acceptance of the pumping station by the District.

2. Any access driveway longer than 120 feet should be constructed with a

turnaround at the lift station allowing a minimum 50-foot turning radius for a

truck 8-foot 5-inches wide with an overall length of 33 feet 6 inches.

3. Access driveways and turnarounds shall be black-topped. Base for black-

topping shall consist of one 6-inch course meeting requirements of O.D.O.T.

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Item 304. The surface shall consist of two l½-inch courses of asphalt concrete

meeting requirements of O.D.O.T. Item 404.

4. A concreted parking area shall be provided for trucks. This area shall be located

inside the perimeter fence if site considerations allow; otherwise, it shall be

located outside the perimeter fence as near as possible to the sliding gate. This

area shall be a minimum of 8 inches of 4,500 psi concrete with steel mesh

reinforcing. A 4-inch-thick concrete slab shall be poured under the control

panel. This slab shall have at least four times the horizontal surface area of the

control panel to help prevent settlement. A minimum 4-inch-thick gravel base of

O.D.O.T. Item 304 shall be provided under all concrete.

5. Six inches of O.D.O.T. Item 304 gravel shall be provided around all major lift

station items (i.e., wet well, valve chamber, generator pad, etc.) and over all

non-concreted areas within the perimeter fence. A solid layer of visquine plastic

shall be placed under the gravel to prevent vegetative growth.

6. Pavement subgrades shall be compacted in accordance with Section 3.3, D, 1)

of these specifications.

7. Finish grading shall provide positive drainage away from the wet well and valve

pit top slabs and control panel. The tops of all structures should be either

designed for H-20 loading or raised 6- to 12-inches above surrounding grade to

prevent vehicles from driving onto them.

8. All unpaved areas around the lift station shall be finish-graded and planted with

grass seed, to meet O.D.O.T. Item 659 requirements. Bushes and trees shall be

planted in accordance with the surrounding landscaping and anticipated land

use. In general, the site shall be left in an aesthetically-pleasing manner.

9. All pumping stations shall be supplied with a ¾-inch hose bib/yard hydrant. The

hydrant will be frostless-type and will be fitted with a backflow preventer or

vacuum breaker. Water service piping shall be Type K copper and shall be sized

for a maximum pressure drop of 25 pounds per square inch from the water main

to the pump station with the hydrant full-open.

M. TEMPORARY PUMPING STATIONS

In general, ALL pumping stations shall be considered to be permanent unless a project exists on the Logan County Sewer District’s 5-year Capital

Improvements Plan that would eliminate the pumping station or the Developer

has specific plans for eliminating the pumping station within approximately 5

years. However, each pumping station will be reviewed at the inception of

design by the Logan County Sewer District to determine whether the pumping

station will be considered "permanent" or

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"temporary" for design purposes. The District Director shall make the final

determination.

The criteria to be considered by the District Director will include: 1) capacity of the

lift station, 2) complexity of operation, 3) overflow impact upon customers, 4)

overflow impact upon the environment, 5) location and ease of entry/exit for

emergency equipment such as sludge trucks, etc., 6) proximity to the nearest gravity

sewer and likelihood of a future sewer extension to eliminate the lift station, and 7)

other factors unique to a given lift station site.

If a pumping station is to be "temporary" (as determined by the District Director),

certain requirements may be modified or omitted at the discretion of the District

Director. An outline of what these modifications and omissions will generally be is

provided below.

1. The District will not require the lift station to be sized for the total upstream

watershed. Instead, the lift station shall be sized for all existing and planned

development (including all preliminary plans) within the watershed, regardless,

of whether or not all such development is associated directly with the lift

station. This means that the lift station shall have the capacity to both eliminate

any existing upstream lift stations and serve development in the watershed being

planned by others. Also, the requirement of 1 hour emergency storage at twice

the ultimate average flow will remain.

2. A permanent on-site generator and automatic transfer switch will not be

required. Instead, a manual transfer switch and auxiliary receptacle shall be

provided as described in Section H, Standby Power, 11. There shall be sufficient

room within the perimeter fence to park a portable generator or install an on-site

generator at a later time (see Section K, Perimeter Fence, 4). Also, if the

generator required to operate the lift station would be too large to pull on a

trailer behind a pickup truck, a permanent on-site generator will be required.

3. The telemetry monitoring system described in Section I Telemetry Monitoring

System will not be required. Instead, a Sensaphone 4100 Advanced Industrial

Monitoring System (dialer) manufactured by Phonetics, Inc., shall be provided.

Inputs shall be as follows:

a) Pump fail for all pumps

b) High-water level

c) Unauthorized access

d) Power failure

e) Generator run (if provided)

4. No magnetic flowmeter and no flowmetering vault will be required. The pump

hour meters will be used to estimate flow rates.

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The District Director will assess each "temporary" lift station individually,

based on the criteria listed above, to determine the acceptability of each

modification and omission. Therefore, it is possible that a "temporary" lift

station may be required to meet some or all of the "permanent" standards. The

District Director shall make the final decision.

All other requirements listed within the Sewage Pumping Station Requirements

shall apply universally to all lift stations, regardless of their status as

"permanent" or "temporary."

900.20 Force mains

A. VELOCITY AND DIAMETER

At design pumping rates, a cleansing velocity of at least 2 feet per second should be

maintained. The minimum force main diameter for raw wastewater shall be

4 inches.

B. AIR AND VACUUM RELIEF VALVE

An air relief valve shall be placed at high points in the force main to prevent air

locking. Vacuum relief valves may be necessary to relieve negative pressures on

force mains. The force main configuration and head conditions should be evaluated

as to the need for and placement of vacuum relief valves. Force mains shall be

installed to keep high points and low points to a minimum.

C. TERMINATION

Force mains should enter the gravity sewer system at a point not more than 2 feet

above the flow line of the receiving manhole.

D. PIPE AND DESIGN PRESSURE

Pipe and joints shall be equal to water main strength material suitable for design

conditions. The force main, reaction blocking, and station piping shall be designed

to withstand water hammer pressures and associated cyclic reversal of stresses that

are expected with the cycling of wastewater pump stations.

E. DESIGN FRICTION LOSSES

Friction losses through force mains shall be based on the Hazen-Williams formula

or other acceptable methods. When the Hazen-Williams formula is used, the value

of “C” shall be 100 for unlined iron or steel pipe for design. For other smooth pipe

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materials such as PVC, lined ductile iron, etc., a higher “C” value not to exceed 120

may be allowed for design.

F. IDENTIFICATION

Where force mains are constructed of material which might cause the force main to

be confused with potable water mains, the force main shall be appropriately

identified.

G. LEAKAGE TESTING

Leakage tests shall be required per the water main testing requirements as shown in

the Logan County Water Pollution Control District Construction Standards and

Drawings.

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100.00

General Provisions

100.01 General .....................................................................................................................1

100.02 Plan Review and Approval Process .........................................................................2

100.03 Construction Procedures and Materials ............................................................... 3-8

100.04 Submission of Plans ........................................................................................... 9-17

100.05 Record Drawings (As-Builts) .................................................................................18

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900.00

Sanitary Sewers

900.01 General ...................................................................................................................24

900.02 Minimum Velocity .................................................................................................24

900.03 Maximum Velocity ................................................................................................24

900.04 Minimum Grades ............................................................................................. 24-25

900.05 Sanitary Sewers ......................................................................................................25

900.06 House Laterals ........................................................................................................25

900.07 Invert Drop in Manhole ..........................................................................................26

900.08 Illegal Connections ................................................................................................26

900.09 Utility Separations..................................................................................................26

900.10 Crossing Utilities ............................................................................................. 26-27

900.11 Manholes ................................................................................................................27

900.12 Manhole Minimum Diameter ................................................................................27

900.13 Manhole Water Tightness ................................................................................ 27-28

900.14 Flow Channel .........................................................................................................28

900.15 Drop Manholes .......................................................................................................28

900.16 Test Inspection .......................................................................................................28

900.17 Railroad and Highway Crossings ...........................................................................28

900.18 Stream Crossings ............................................................................................. 29-30

900.19 Sewage Pumping Stations ................................................................................ 30-67

900.20 Force mains ...................................................................................................... 67-68